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Permit D15-0124 - FOSTER LANE - LOT 3 - NEW SINGLE FAMILY RESIDENCE
FOSTER LANE LOT 3 14416 44 LN S D15-0124 ON of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.itov COMBOSFR PERMIT Parcel No: 0040000382 Permit Number: D15-0124 Address: 14416 44TH LN S Issue Date: 9/1/2015 Permit Expires On: 2/28/2016 Project Name: FOSTER LANE - LOT 3 Owner: Name: ORCAS HOMES Address: 1100 DEXTER AVE N, SUITE 275, SEATTLE, WA, 98109 Contact Person: Name: MEGAN PARSONS Phone: (253) 256-8748 Address: PO BOX 73790, PUYALLUP, WA, 98373 Contractor: Name: SOUND BUILT NW LLC Phone: (253) 848-0820 Address: 12815 CANYON RD E #M, PUYALLUP, WA, 98373 License No: SOUNDNL911CL Expiration Date: Lender: Name: SOUNDBUILT HOMES Address: PO BOX 73790, PUYALLUP, WA, 98373 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2385 SQ FT SINGLE FAMILY RESIDENCE WITH A 591 SQ FT ATTACHED GARAGE AND 109 SQ FT COVERED PATIO DECK PUBLIC WORKS ACTIVITIES INCLUDE ACCESS, EROSION CONTROL, LAND ALTERING AND STORM DRAINAGE. Project Valuation: $329,437.83 Fees Collected: $7,866.08 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Volumes: Cut: 155 Fill: 17 Number: 0 Water Meter: No f Permit Center Authorized Signature:. Date: v I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree too the conditions attached to this permit. Signature: -V-J &w01UF! ---- Print Name: S h w K Vq rl Date: q1 I I 1 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: Site visit showed street trees are in poor condition. This must be corrected prior to calling for the landscaping final inspection. 2: ***SPRINKLER SYSTEM*** - IFC Chapter 9 - NFPA 13 and 25 3: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 4: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 5: 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). 6: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 8: Acceptance of residential fire sprinkler systems shall include field verification of GPM and residual pressures meeting or exceeding the listing for the sprinkler type. (bucket test) 9: Sprinkler protection shall be provided for exterior balconies, decks, and patios of dwelling units where the building is of type V construction per IFC 903.3.1.2.1 (2012). 10: ***ELECTRICAL*** - IFC - NFPA 70 - NEC 11: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 12: 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) 13: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 501.4) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: Plans reviewed by FM51 16: ***BUILDING PERMIT CONDITIONS*** 17: 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. 18: 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. 19: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 20: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 21: 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. 22: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 23: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 24: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 25: All wood to remain in placed concrete shall be treated wood. 26: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 27: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 28: All construction noise to be in compliance with Chapter 8.22 of the City of i ukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 29: 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. 30: 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. 31: 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). 32: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 33: 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. 34: 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. 35: ***MECHANICAL PERMIT CONDITIONS*** 36: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 37: 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. 38: Manufacturers installation instructions shall be available on the job site at the time of inspection. 39: 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. 40: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 41: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 42: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 43: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 44: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 45: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 46: 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. 47: 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. 48: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 49: 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. 50: 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. 51: 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. 52: 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. 53: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 54: 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 55: ***PUBLIC WORKS PERMIT CONDITIONS*** 67: Applicant shall call Public Works at 206 433-0179 minimum 48 hours in advance to schedule a mandatory meeting with Dave Stuckle, Public Works Inspector. All construction work shall be performed in accordance with July 28, 2015 Foster Short Plat Geotechnical Report prepared by Ages Engineering, LLC, P.O. Box 935, Puyallup, WA 98371, phone 253 845-7000. 56: 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. 57: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 58: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 59: 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. 60: Any material spilled onto any street shall be cleaned up immediately. 61: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 62: 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. 63: The Land Altering Permit Fee is based upon an estimated 156 cubic yards of cut and 18 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. 64: 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. 65: 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. 66: Applicant shall obtain sewer permit from Valley View Sewer District and Water Meter permit from Water District #125. 68: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR ' CITY OF TUK"LA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.pov Combination Permit No. Project No.: Date Application Accepted:�3�` Date Application Expires: or office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: 14416 144th Ln S, Tukwila �' ���( \CA S LICUlt PROPERTY OWNER Name: Orca Homes Address: 1100 Dexter Ave N Suite 275 City: Seattle State: WA Zip: 98109 CONTACT PERSON — person receiving all project communication Name: Megan Parsons Address: PO Box 73790 City: Puyallup State: wA Zip: 98373 Phone: (253) 256-8748 Fax: Email: meganp@soundbuilthomes.com GENERAL CONTRACTOR INFORMATION Company Name: Soundbuilt NW LLC Address: PO 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 848-0820 Fax: Contr Reg No.: SOUNDNL911CL Exp Date: 02/13/2015 Tukwila Business License No.: BUS-0995528 ARCHITECT OF RECORD Company Name: Landmark Design Architect Name: Kevin Bentson Address: 1202 Main St #104 City: Sumner State: wA Zip: 98391 Phone: (253) 826-7808 Fax: (253) 826-4946 Email: kevin@landmarkplans.com ENGINEER OF RECORD Company Name: Sega Engineers Engineer Name: Greg Mesenvitz Address: 22939 SE 292nd PI City: Black Diamond State: WA Zip: 98010 Phone: (360) 886-1017 Fax: (360) 886-1016 Email: LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Soundbuilt Homes Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 H:VlpplicationsTorms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9.1 I.docx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Construct new SFR using plan d51�->ZAq 'o) DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor 1,063 2 nd floor 1,322 Garage m carport ❑ 591 Deck — covered ❑ uncovered ❑ Covered Patio 109 Total square footage 3,085 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 1 furnace <100k btu 2 1 thermostat emergency generator fuel type: ❑ electric m gas appliance vent 5 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbinglgas piping work $ 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 4 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system 3 gas piping outlets H:\ApplicationsWorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldom Revised: August 2011 Page 2 of 4 bh F UBLIC WORKS'PERIVIIT INFORMATION - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ® ... Water District # 125 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ® ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): []...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Ell ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut [:]..Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Mailing WATER METER REFUNDBILLING: Name: Mailing Address: Day Telephone: City Day Telephone: City State Zip State Zip H:\Applications\Form -Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11 Aocx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION'- Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: 06/03/2015 Print Name: Megan Parsons U Day Telephone: (253) 256-8748 Mailing Address: PO Box 73790 Puyallup WA 98373 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ld— Revised: August 2011 Page 4 Of 4 bh 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME FD5 ( bad lcA S PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 250 (1) 2. Enter total construction cost for each improvement category: Mobilization blyoc Erosion prevention bm,-- Ot I-V �6ce. Water/Sewer/Surface Water % Road/Parking/Access t"t( A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 1�36 : cubic yards Enter total fill volume i-Io S) cubic yards 7,�§ kco $ 1 X0 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 31 0' (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATIONS � - - (1+4+5) $ 4 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. RECEIVED CITY OF TUKWILA Approved 09.25.02 JUN 0 3 2015 Last Revised 12/17/14 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 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 2 Last Revised 12/17/14 Rx (9) IN BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I $_ (6+7+8+9+10+11) (9) (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters S!7e (inches) Tnctallatinn Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Date Paid: Friday, February 26, 2016 Paid By: ORCAS HOMES Pay Method: CREDIT CARD 081533 Printed: Friday, February 26, 2016 4:15 PM 1 of 1 NSY57EM5 DESCRIPTIONS• PermitTRAK QUANTITY PAID $5,384.89 D15-0124 Address: 14416 44TH LN S Apn: 0040000382 $5,384.89 DEVELOPMENT $3,437.10 PERMIT FEE R000.322.100.00.00 0.00 $3,432.60 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,305.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TECHNOLOGY FEE $201.41 TECHNOLOGY FEE RECEIPT:TOTAL FEES PAID BY '61 R000.322.900.04.00 0.00 $201.41 84 ;. Date Paid: Tuesday, September 01, 2015 Paid By: ORCAS HOMES Pay Method: CHECK 1803 Printed: Tuesday, September 01, 2015 12:05 PM 1 of 1 CRWsrsrents DESCRIPTIONS ACCOUNTQUANTITY PAID PermitTRAK $10,377.81 DlS-0123 Address: 4409 S 144TH ST Apn: 0040000375 $2,569.59 DEVELOPMENT $2,319.59 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,319.59 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0124 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE 13000.322.100.00.00 0.00 $250.00 D15-0125 Address: 4409 S 144TH ST Apn: 0040000375 $2,845.84 DEVELOPMENT $2,595.84 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,595.84 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0126 Address: 4409 S 144TH ST - Apn: 0040000375$2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL! 1 ,377.81 Date Paid: Wednesday, June 03, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 10377.81 Printed: Wednesday, June 03, 2015 4:04 PM 1 of 1 C WrsrIrts r/ INSPECTION RECORD Retain a copy with permit D(f INSP TION NO. PERMIT N0, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project. c Type �nI-svrecti Addre ` e—jdr � Date Cane dj Special Instruc. ions: Date Wanted,a.m. p.m. Requester: Phone No: (Inspector: i/-, r ; IDate: r �`�. I Q 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 PST-6�Z 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 Pro'ect:jr_r d. 1 J of Typje Inspection: Address: kelsor Da�t/e Called:. pe ial Instructions: �-/%i Date Wanted: S — ( Z - ( a.m. p.m. IRS) r: & Sv %% .� wl.l 1 Phone No: 377- qq 7 ElApproved per applicable codes. l:J Corrections required prior to approval. Spector: _ Date: REIN51PECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ag INSPECTION RECORD f Retain a copy with permit INSP CTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: Type of In pecttiom t.0 � � r Lei` Addres;e_ Date Call Special Instructions: Pi Date Wanted: a.m. P.M. Re ste , Phone No`. 2S 377 Approved per applicable codes. PQ Corrections required prior to approval. COMMENTS: ` G �fl L (/ ron Elnspectar: �J (uate:S—_/�`/� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ?w 17` INSPECTION RECORD �S Retain a copy with permit I ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 30u Type of Inspectio ft >b Ad ,rfsf ( �./ ®�. Date Called: Special Instructions: Date Wanted: a.m. 1 Z — p.m. Requester: Phone No: (Inspector: IuateS_1 Z —(h REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ve INSPECTION RECORD P f Retain a copy with permit I CT PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 C (206) 431-36706 Permit Inspection Request Line (206) 438-9350 &,qf i Pro�"ct: �t� { Type vim ..� n:. Address: Date Called: SpecialInstructions:� Date Wanted .7s((%a.m. Y� P.M. Requester: Phone No: nspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 11-1 ['L INSPECTION RECORD (70 Retain a copy with permit �( Gt INSPECITON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (20.6) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: � �b't.CO� Type of I�ctio�n:, Add �ss:. � � Date Called: Special Instructions: Date Wanted: a.m. r� p.m. Req st r ; C(5 Phone No: 7 `-f `( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. v� INSPECTION RECORD Retain a copy with permit �f INSPECTION NO. PERMIT NO. CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e Type of Inspection: / Gt G— Address: -fi Date Called: Special Instructions: ;4kc r� Date Wanted: a.m P.rre. Requester: Phone No: proved per applicable codes. E Corrections required prior to approval. U 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 Projec / c✓ Type of Inspesa: _ & Address: Special Instructions: hate Called: Date Wanted: / a�.rm.. (a o� p.m. Requester: i Phone No: CApproved per applicable codes. 0 Corrections required prior to approval. C(3M M ENTS: rO� 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. PERMITNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjecL� Type of Inspection: OL' CA dlkC,4 Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 Project:/ �� Type of Inspection I� J oaf Address: � , f� � Date Called: Special Instructions: �j� Date Wanted: Requester:� Phone ? N 9 off. ! G( 6r7 Approved per applicable codes. LJ Corrections required prior to approval. L_ 1 paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. yc °) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project Type of In pectio Address: rr % e � G G LN • Date Called: Special Instructions. Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 ProjAct: C�1ev- Type off I,nspe ton: WO�/f/ dressij� Z �� S lqq Date Called: r/ Special Instructions: A"t Date Wanted: &5W >/ p.m. Requester: Phone No: ®'Approved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD P -w Retain a copy with permit PECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect MeQ /rrv� Type of�ns ®' fk / Add . � � � � Date Called: Special Instructions: Date Wanted: a.m. p.m. Q: Reques Phone No: 12 /Ap'proved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ig INSPECTION RECORD A-) Retain a copy with permit IRWKTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ecr s ,. (0 (K f �� _K Type of Insp ction-. Lk a� Addre d q qi� q q e1��v Date Called: Special Instructions: 8, 30 Al Date Wa . a.m. ®" p.m. lRequestCr: Phone No: Inspector: ��// (Date J®_e-a.., /S ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. 2 INSPECTION RECORD ( W] `- Retain a copy with permit �5 �� I PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r Ty eof In pe�ction: o G1 A dress: +(AK.QSOc Date Called: Special Instructions: PAI 0 t Wa ted: a.m. —� p.m. Requgster: M Phone o: jinspector: K/ C— I ja,e:f,) _ _7 _ ('S7 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 P �Vf F l�f�. *� lJ�. Ty Hof I�ns� a tion Q� t 1A.f'l Iddress: Date Called: Special Instructi ns: r Date Wa to ..� a.m Requester: Phone No: Inspector:r—c—,_ I Dater ® , (J— 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 NSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: , _ TypeofIn ecfion: jddress: / A 1 f! `�I � � I qh el so r Date Called: Special Instructions: Date W nted: a.m. r d'-( f"'" p.m. J Re/(q/�ue�/te�r: ` 1/ M l f �-' & J6 LC4� Ascv 1 Phone No: `i 0 Inspector: rfc,' I Date —"'o— ( —F 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 L INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: - j �0—,-24, Type of Inspection: a �v Le-2 /&� 10 Address: L � �y/�j y �- iJ Contact Person: Suite #: Special Instructions: Phone No.: E-Approved per applicable codes. COMMENTS: V --P Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: , Inspector: ,/J� C � I Date: 1/1/,1Z I Hrs.: /-� ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 AIL FOSTER SHORT PLAT LOT- 03 144TH LN. S. L N N •yoE W 0 2 5' SIDEWALK & U71LITY EASEMENT '¢3"E 3—CAR PORp� GARAGE 40, h 2853A 9-2 ELEV.: A -.COVERED PATIO —f20.43' _--- -- I I I �I I --- — o esei J" NOTES: 1. ALL EXPOSED SOILS WILL BE MULCHED WHEN NOT BEING WORKED. 2. SILT FENCE TO BE INSTALLED AS APPROVED BY INSPECTOR. 3. TIGHTLINE ROOF DRAINS TO PLAT STORM DRAINAGE LOT STUB —OUT. DRIVEWAY DRAINAGE— ROUTE TO STREET CONTACT INFO TANER: (253) 848-0820 • wl SOUNDBUILT HOMES, INC. P.O. BOX 73790 PUYALLUP, WA 98373 PH: (253) 848-0820 FAX: (253) 539-0514 I 1' 1 PZ l I h KEVIEWED FOR CODE COMPLIAN( APPROVED AUG 2 5 2015 City of Tukwila o, BUILDING DIVISI RECEIVED CITY OF TUKWILA JUN 0 3 2C, PERMIT CENTER SCALE: 1 "=20' 0 10 20 40 14416 144th Lane S. Tukwila, WA. 98188 PARCEL# R1.0 Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information L2-2853-2R This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Climate Zone Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCb,e Ceiling Wood Frame Wall9,k.' Mass Wall R-Value' Floor Below Grade Wall`,k Slab' R-Value & Depth 5 & Marine 4 R-Valuea U-Factora 6 R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 44 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 301 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft I n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 02. Medium Dwelling Unit: 1.5 points ""-°"L. All dwelling units that are not included in #1 or #3, including additions over 750 square feet. CODE COM ❑3. Large Dwelling Unit: 2.5 points APPRC Dwelling units exceeding 5000 square feet of conditioned floor area. A r rr• n r Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1a 0.5 1b Efficient Building Envelope lb 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012`/`2ORes`/`2OEnergV.pd 2015 ❑ City of Tukwila ElBUILDING DIVISION ❑ RECEIVED ❑ CITY OF TUKwILA ❑ JUN 0 3 2015 0 PERNN- T CENTER ❑ 1.5 *1200 kwh 0.0 1.50 Window, Skylight and Door Schedule Project Information L2-2853-2R Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor Powder Room 0.30 Great Room 0.30 Great Room 0.30 Dining Room 0.30 Dining Room 0.30 Kitchen 0.30 Den 0.30 Entry 0.30 Entry 0.30 Bedroom 2 0.30 Master Bedroom 0.30 Master Bath 0.30 Stair 0.30 Bedroom 4 0.30 Bedroom 3 0.30 Attic Room 0.30 Attic Room 0.30 Entry Door 0.20 Garage/DwellingGarage/Dwelling Door 0.20 Contact Information Width Height Qt. Feet inch Feet inch Width Height Qt. Feet inch Feet inch MM■©■ ©MEMO ■MEMO ■MEMO MM ■MEMO MM■M■ ■MOM■ ©MEIN■ MMEM■ MM■M■ ■MOM■ MINE®■ MM■IN■ MMEM■ MM■ME MM■ME =MEMO ■MEMO ■■■■■ ■■■■■ MIME■■ ■■■■■ ■■■■■ ■■■■■ ■ONION ■MEMO ■■■■■ ■■■■■ ■■■■■ ■MEMO ■■■■■ ■MEME ■s®■■■ MEMO■■ Area UA MBM� MB W Area UA EM �- s$ NNI ., .e .r „ .. ,,, L we $o Sum of Vertical Fenestration Area and UA 392.3 113.91 Vertical Fenestration Area Weighted U = UA/Area 0.29 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA MEN oe Sum of Overhead Glazing Area and UA 1 0.0 0.00 Overhead Glazing Area Weighted U = UA/Area 1 0.001. Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 392.3 113.91 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information L2-2853-2R Heating System Type: O All other systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions - --- .. - -- - - - -- - - - Design Temperature Difference (AT) Tukwila AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 2,853 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 8.5 24,251 Glazing and Doors U-Factor X Area = UA Instructions 0.30 393 117.90 Skylights U-Factor X Area = UA Instructions 0.50 — Insulation Attic U-Factor X Area = UA Instructions R49 -15 � 0.026 1,465 38.09 Single Rafter or Joist Vaulte_d Ceilings U-Factor Area UA Instructions j Select R-Value ornrrrirta � No selection — Above Grade Walls (see Figure 1) U-Factor Area UA Instructions 'R-21 0.056 2,565 143.64 R-21 I Intermediate � E_ - - Floors __ __ U-Factor Area UA Instructions I 0.029 1,460 42.34 R-30� Below Grade Walls (see Figure 1) U-Factor Area UA Instructions - - Select R-value - No selection — Slab Below Grade see Fi ure 1 F-Factor Length UA Instructions ` - "-` - Select conditioning - � No selection Slab on Grade (see Figure » F-Factor LengthUA Instructions Select R-Valuev y No selection Location of Ducts Instructions -- - Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 341.97 Figure 1. Above Grade 46 Envelope Heat Load 15,731 Btu / Hour Sum of UA X eT Air Leakage Heat Load 12,048 Btu/Hour VolumeX 0.6XATX.018 Building Design Heat Load 27,778 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 30,556 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum o1 Budding Heat Loss X 1 Maximum Heat Equipment Output 42,779 Btu / Hour Budding and Dud Heat Loss X 1.40 for Forced Air Furnace Budding and Dud Heat Loss X 1.25 for Heat Pump (07101113) STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Job No.: 12-021 Location: Lot 3, Foster Tukwila, Washington Plan 1-2-2853-3 April 3, 2015 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila BUILDING DIVISION t) 1,5 IN- 0 1'.-vi RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER SEGA Engineers,/ Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2015, SEGA Engineers : k le I STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood 1-joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers kGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Design Criteria International Building Code (IBC), 2012 •_IR Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph K.t 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 CS= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Nut) Project 1-2-2853 Job No. 12-021 By: GAT Checked Date:06/08/13 Sht i SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL Roofing (Comp) '/2" OSB 2x @24" Insulation 5/8" GWB Misc. LL Snow, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load FLOOR DL LL DECKS DL LL WALLS DL Flooring 3/4" Plywood 2x12@12"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding '/2" Plywood 2x6@16"oc Insul '/2" GWB Project 1-2-2853 Job No. 12-021 By: GAT Checked Date:02/21/12 Sht 1 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 4.4 2.8 1.5 11.5 psf 40 psf 51.5 psf 4.3 psf 2.8 1.5 8.6 40 psf 48.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf Copyright 2012, SEGA Engineers 'SEGA En ineers Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ! fj lT - per_ �z rid. � 8 PROJECT Lz. — Z S53 JOB NO. / L - d 74 FIGURED BY G ItT CHECKED BY DATE ' ft' SHEET Z OF S%z Ni S 1,la X4 -- Ot ®e, s/z r 6rca '+- of Copyright 2012, SEGA Engineers SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. j Z —0 Z( FIGURED BY Black Diamond, Washington 98010 CHECKED BY DATE Z/Z SHE (360) 886-1017 %/Z ET3 OF l � - s--4— �t� Tj�s�-cam- �• � Lq Z��S�` W ` lJL�J, ��ck;) l 7 Te V ` l.�`` .0-f- � `m,7Z( 3.z►')(9�s')L= 204; �o�k�NZ a� ffD - � 'e— C�,4,z,4-LT,� /00Z V- 2 ►- n c% 3�'3 2, Z'14 &,/k/C"- 4�lz t-- tr o/L- Copyright 2012, SEGA Engineers 'SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 z PROJECT LZ Z S 3 JOB NO. 1 L _O Z / FIGURED BY C"1 A CHECKED BY DATE O'/?'%IL SHEET 4 OF t Z. 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LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SDs =1.00 SS = 1.5 Fa = 1.00 (Table 11.4-1, SS > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Woof= (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.Oft) (9.5psf) = 25kips Moor= (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32kips W total = 57 kips Design Base Shear, V = (.169) (57 kip) = 9.7 kip E = 9.7 kip = 6.9 kip 1.4 WIND Design Wind Pressure, ps = A Kn P53o where, = 1.00 0 - 15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft = 1.05 35 ft Kn = 1.00 Pao = 17.7 psf 110 mph Po _ 15 = ( 1.00) (1.00 ) (17.7 psf) = 17.70 psf P20 = (1.00) (1.00) (17.7 psf) = 17.70 psf P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf Pao = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf Pas = ( 1.05 ) ( 1.00 ) (17.7 psf) = 18.59 psf Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) Design Base Shear: (Wind) Vfro= (30ft) (10ft) (17.7 psf) + (30ft) (5ft) (17.7 psf) + (30ft) (5ft) (17.7 psf) + (30ft) (5ft) (17.7 psf) + (30ft) (1ft) (18.6psf) Vs/S= (57ft) (10ft) (17.7 psf) + (52ft) (5ft) (17.7 psf) + (45ft) (5ft) (17.7 psf) + (17ft) (5ft) (17.7 psf) + (5ft) (1ft) (18.6psf) Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side ( x 0.6 = 10.62 psf) ( x 0.6 = 10.62 psf) (x0.6= 10.62 psf) ( x 0.6 = 10.62 psf) (x 0.6 = 11.15 psf) =13.8x0.6=8.3kips =20.3 x 0.6 = 12.2 kips Copyright 2013, SEGA Engineers SEGA Engineers j PROJECT / S—truc`turall & Civil Consulting Engineers JOB NO. Z ��� FIGURED BY CHECKED BY DATES tl/fZ SHEET-7�OF 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 7.� LZ- zsc3 4%- •sL ` d •9L 3Gg°� n,12 V `d-t Copyright 2012, SEGA Engineers 'SEGA En ineers PROJECT, GZ_ L6,z;-S structural & Civil Consulting Engineers JOB NO. Z Z ( FIGURED BY (� 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE/ZI//L SHEET R OF (360) 886-1017 17344�0' )ts' pAZ'. y s S t- 5R> 1tOAr�. VK� i tr- S ® M e M-L4 /U & 3'' i-S ni'o SAT K74SO LS?A" O -Y 4`- t" f TL+V Copyright 2012, SEGA Engineers 'SEGA En ineen PROJECT Structural & Civil Consulting Engineers JOB NO. -L . L) Z + FIGURED BY G,f } r oz CHECKED BY DATE /� LSHEET OF 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ta Z3Axs� - ¢LQ�7"-` � D -yam I,11ft L7 L Z - Z-S s3 i �ti Z�'sfifnl� Copyright 2012, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 888-1017 • FAX 888-1016 PROJECT L2-2853 JOB NO. 12-021 FIGURED BY GA CHECKED BY DATE 02/21/12 SHEET J OF 9 W -i D 0 W 2 U U) � � � Q W 2 U) cn 0 a/CM f� 2 \ k T//k E / f f$E� ƒ d d 0 E �k% . = u d d d °� 0 a a g a 8 o & n (0 c kCo O A @00 f co co V U) W) f 0 CD c / / / / f E b % o §% p @ p / $2 2 R 2 / \ 0 0 0 c E / / b U)o ƒ Q m .( t ¥ _� g 0 / 0 m �f � m le m A\ A A A\ E/0 % \�& \ g moo- m C / m 5 £ =3 @ = = (n U) g � $ a c CD c L o\ $ 4 E m S F 2§J CD c cu =f g m 0) a- c k ® 2 2 0 0 $ � § CD E§ a CD / \ 0 m = � 2 c 2 N c g a 5 7/ u kD c / m 2 .0 - $ 0 ° 0 / 0 2 0 § o§ 7 ? .¥ k�R 0 = cu f > _ E m 0LU 0� 'a¥ 2 a)/ 0 Q _ 2 = @ ' M 2 0 M -0 % 2 � »Mfo eE ��\ k o = C Q � . / c cm � f � k �CD � 2 2 =- a E/ 2 m 0-0 o\ ��0 2 § § ' 0 = 7 M = E 7 cn m e E cmm k\20 f Q m �� 6/- k (Dn a= a t\ 0 ® k :\ R k an / f X k CN c- = $7r% 0c� 22 f r- »$ k m a) c $_ 2 § CU J:/ / 3 E f 0/ k \ k f q / k 7 m 0 � � k� Project Edit - Reuse-L2-2853-3-Soundbuilt-Foster Lot 9 4/3/15 https://www.landmarkdesignjobs.com/projectedit.php?mXPLID=956... a . New Project Pending (1) To Do (0) In Progress (12) Finished (7) Archived (1342) 1 Users I Builders (13) Logout Angela Butts (Administrator) Reuse-L2-2853-3-Soundbuilt-Foster Lot 9 4/3/15 Project Name I Reuse-L2-2853-3-SoundbuiR-Foster Lot 9 4/3/15 Assigned to SEGA Engineers Status FINISHED _..... ._........ _...— ........ . — ..._.__._.._...... .. Notes Type: Stock Plan Is this a plat license? NO Order a plat license? NO Plan Number: L3-2853B-9-3 Jurisdiction: Tuckwila Plat: Foster Lot: 9 Address: 14403 144h Lane S. Tuckwila we 98188 Elevation: B Siteplan: NO Garage: 3 car standard rear patio Landmark Notes AB Project Files 1-2-2853 Calculation Package Foster9.pdf X 1-2-2853 S2 SIGNED 2x rl.pdf X L2B-2853-3R S1 SIGNED IBC12.pdf X 1-26-2853-31- S1 SIGNED IBC12.pdf X 1 of 1 4/24/2015 10:44 AM 935 Ages Engineering, LLC P.O. Puyallup, WA. 98371 Main (253) 845-7000 A Geotechnical & Environmental Services LLC www.agesengineering.com July 28, 2015 =Fm Project No. A-1212 0 Ed Flanigan Keller Williams International The Flanigan Group Orca Homes 1100 Dexter Ave. N., Suite 275 Seattle, WA. 98109 Subject: Geotechnical Report Foster Short Plat 4419 S. 144" Street Tukwila, Washington 98168 Parcel Number: 0040000375 Dear Mr. Flanigan, REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila BUILDING DIVISION ��8 � RECTi4N LT R # ...�.._._... RECEIVED CITY OF TUKWILA AUG 0 6 2015 PERMIT CENTER As requested, we have completed a geotechnical evaluation for the new construction planned at the subject site located at 4419 S. 144`'' Street in Tukwila, Washington. The location of the site is shown on the Site Vicinity Map provided in Figure 1. We were provided with the City of Tukwila Correction Notice #l, and 15 sheets of Civil Engineering plans showing the planned site development. According to the Correction Notice provide to us, the City of Tukwila has requested load bearing capacity for the foundations planned on the site, and recommendations for the foundation and roof drains on the lots. According to the plans provided to us, the existing structure on the site will remain and the remaining portions of the site will be subdivided to achieve 8 additional residential lots. The existing residence will be located on Lot 1. Lots 2 through 9 will be located on the remaining portions of the site. The new residences will be one- to two-story wood - framed structures with raised floors constructed over a crawl space. Attached garages will have slab -on - grade floors. Foundation loads should be relatively light, in the range of I to 3 kips per lineal foot for bearing walls and 25 to 50 kips for isolated column footings. The sites storm water system will be a combined infiltration and detention system. Development storm water from the sites' interior roadway will discharge to a detention vault constructed under the sites' interior roadway. Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to catch basins connected to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 144 h Street roadway. Mr. Ed Flanigan July 28, 2015 The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. SCOPE OF WORK The purpose of our service was to perform a geotechnical evaluation of the site soil and groundwater conditions to develop design and construction recommendations for foundation bearing of the new structures planned on the site, and to discuss the planned storm water plan. Specifically, the scope of services for this Geotechnical Report will include the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a,Geologic Haza� evaluation. • Advancing four to five A holes ib' Aie O' nned new development area to a maximum depth of approximately 12.0 feet below purface gades. • Providing geotechnical recommendations for site grading including subgrade preparation fill placement criteria, and suitability of on -site soils for use as structural fill in the foundation areas. • Providing geotechnical recommendations for design and construction of new foundations including allowable bearing capacity and estimates of settlement. • Provide a discussion of the planned development storm water plan. SITE CONDITIONS Surface The subject site is a residential development located at 4419 S. 144" Street in Tukwila, Washington. The subject site is currently occupied with a single-family residence located in the northeastern portion of the site. The remaining portions of the site have been developed to include 8 residential single-family lots. The site is bordered with single-family residential parcels to the east, west, and south, and South 144 h Street to the north. Site access is provided from South 144'b Street located along the north side of the site. To provide access to all of the lots, a new roadway was constructed onto the site. The new roadway extends from South 144`h Street at the center of the sites' northern property line. The site roadway terminates at two hammer heads located near the center of the site. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general, the site slopes down to the west at surface inclinations ranging from 0 to 8 percent. Site vegetation has been cleared along the majority of the site and consists of various landscape bushes and trees around the existing residence located in the northeast comer. Page -2- Mr. Ed Flanigan July 28, 2015 Mapped Soils According to the draft version of The Geologic Map gfDes Moines, Washington, the soil in the vicinity of the site are mapped as glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The till was deposited beneath the advancing glacial ice and consequently over -ridden by the glacial ice mass. The glacial till will typically be found in a very dense condition where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. Site Explorations On July 27, 2015 a representative from our office was on site to explore subsurface conditions at the site by advancing 4 hand -augured test holes to a maximum depth of 5.5 feet below existing surface grades. The approximate Test Hole locations are shown on the Exploration Location. Plan provided in Figure 2. Our representative continuously monitored the excavations, maintained logs of the subsurface conditions encountered in each test hole, obtained representative soil samples, and observed pertinent site features. The specific number, location, and depth of the explorations were selected by Ages Engineering, LLC personnel in the field. The soils encountered were visually classified in accordance with the Unwed Soil Classification System (USCS) provided in Figure 4. The explorations performed as part of this evaluation indicate subsurface conditions at specific locations only and actual subsurface conditions can. -vary across the site. Furthermore, the nature and extent of any such variation may not become evident until additional explorations are performed or construction activities begin. The test hole logs are provided in Figures 5 and 6. Representative soil samples obtained from the test holes were placed in sealed containers and taken to a laboratory for further examination and testing. The moisture content of the soils obtained during our exploration were determined and are presented on the test hole logs. Site Soils In general, the soils we observed underlying the site during our site explorations confirm the mapped stratigraphy of the site area. The soils encountered in the Test Holes consist of 2 to 18 inches of old fill overlying native silty sand with gravel consistent with glacial till. The soils observed in Test Holes TH-1 through TH-3, located on Lots 2, 3, and 4 respectively, consist of 2 inches of wood chips overlying silty sand with gravel consistent with glacial till. The soils observed in Test Hole TH-4, located on Lot 6, consist of 2 inches of wood chips overlying old fill consisting of silty sand with gravel to a depth of 1.5 feet below surface grades. In general, the old fill was brown and in a medium dense and moist condition. Underlying the wood chips in Test Holes TH-1, TH-2, and TH-3, and underlying the fill in Test Page - 3 - Mr. Ed Flanigan July 28, 2015 Hole THA we encountered silty sand with gravel consistent with native glacial till. The till was medium dense and weatherer) in. the upper 3.0 to 4.0 feet. The unweathered glacial till was encountered at depths ranging from 3.0 to 4.0 feet below surface grades. The test hole logs are provided in Figures 5 and 6. Groundwater We did not encounter groundwater seepage in any of the test holes advanced at the site. However, we encountered mottled soils in the upper portions of the native glacial till soils indicating a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). DISSCUSSION AND RECOMMENDATIONS General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structure can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Accordinglyi the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and 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 site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new foundation area. Organic soil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing, stripping and cutting operations are complete, fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, the native organic -free subgrade must be in a relatively stable condition. Prior to placing structural fill, and to prepare the Page -4- T Mr. Ed Flanigan July 28, 2015 foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native and fill soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on -site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: U. S. Sieve Size Percent Pass ing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the '/< inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. Excavations All excavations at the site associated with confined spaces, such as lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the weathered glacial Page - 5 - Mc. £d Flanigan July 28, 2015 till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense unweathered glacial till soils are classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 3,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pef). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Page - 6 - Mr. Ed Flanigan July 28, 2015 Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf *Details regarding the use of these parameters are provided in the section above. Storm Water Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to the catch basin storm drain system on the site before connecting to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 144a' Street roadway. The development storm water from the sites' interior roadway will discharge to catch basins leading to a detention tank placed under the roadway. The detention tank will discharge to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 1W Street roadway. In our opinion, the development storm water plan as shown on the plans provided to us and described above should be sufficient to control and discharge the collected storm water. Slab -On -Grade Floors Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel 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. Page - 7 - Mr. Ed Flanigan July 28, 2015 ADDITIONAL SERVICES If changes are made in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, Ages Engineering, LLC should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with the design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of Mr. Ed Flanigan and his authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested. to reevaluate the recommendations in this report prior to proceeding with construction_ A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our frrni during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Page - 8 - Mr. Ed Flanigan July 28, 2015 We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC p5r, EXPIRES //-OB -2OJro Bernard P. Knoll, II, P.E. Principal BPK:bpk Project No.: A-1212 ATTACHMENTS: Figure 1— Site Vicinity Map Figure 2 — Exploration Location Plan Figure 3 — Geologic Map Figure 4 — Unified Soil Classification System Figures 5 and 6 - Test Hole Lop Page - 9 - N-vIh sev!ar Pit* R vettw Fwef Golf Pam S—U. Grit A�' 71, 1--v fir CO S 14 'h St lus 51 1,4rt, I5tv 51 0 spn'vs Fr C"a 'k dfG S 160(b St Mer J'-7 164-1 11 P&A tie 41e, 6-id 9C -i� kt-k tj Ca t 2000feet 500 M, Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 ww-w.agesengineming.com Site Vicinity Map Foster Short Plat 4419 S 14" Street Tukwila, Washington Project No.: A- 1212 1 July 201-5 Figure 1 114 00 as rAMW 0 AM s% 9W VC vrtrco IL %am f"MW r�::,; r 7i- _. LOT I LOT 2 TH-1 Pyr PC IV 'M'4 14, ft"kC.".6 ITA '*-dG g-d TH-3 Lar 3 LOI v Of cur 6 01 L'O*'4 Xv J - KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 %vWW-8gCW%UXvring.Com Exploration Location Plan Foster Short Plat 4419 S. 144th Street Tukwila, Washington Project No.: A-1212 I July 2015 Figure 2 Approximate Site Location 1—,R3,- Ages Engineering, LLC P. O. Box 935 Puyallup. WA. 98371 Main (253) 845-7000 www.agesengineering.com Geologic Map Foster Short Plat 4419 S. 140 Street Tukwila, Washington UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL WITH GW Well -Graded GRAVEL GRAVEL < 5 % FINES GP Poorly -Graded GRAVEL GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL WITH > 15 % GM Silty GRAVEL GC Clayey GRAVEL FINES SAND SW Well -Graded SAND More than 50% Retained on SAND WITH < 5 % FINES SP Poorly -Graded SAND SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay More than 50% Of Coarse Fraction Passes WITH BETWEEN 5 AND 15 !° FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND WITH > 15 % SM Silty SAND SC Clayey SAND FINES FINE ML Inorganic SILT with low plasticity GRAINED Liquid Limit Less than 50 CL Lean inorganic CLAY with low plasticity SOILS SILT AND OL Organic SILT with tow plasticity MorPassesan °!o CLAY Liquid Limit 50 or more MH Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS ` ` PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Unified Soil Classification System (USCS) Foster Short Plat 4419 S. 144d' Street Main (253)845-7000 Tukwila, Washington w wwagesaigiaeering.com Project No.: A-I212 July 2j Figure 4 _......_ _....... ...... _ .. --- i-_ _ es EAgngineering, LL C Puyallluup, WA. 98371 1L/ 111�LL11..1 Ogre (253) 845-7000 Test Hole TH-1 vAtE: July27,2015 LOGGED BY: BPK EMI: Depth Soil Description Notes (feet) M°/n I Other Brown mottled reddish -orange silty SAND with gavel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 1 Test Hole terminated at a depth of 4.5 feet below surface grades No groundwater seepage encountered. 10 Test Hole TH-2 DATE: July 27, 2015 LOGGED BY: BPK Depth Soil Description (feet) 0 5 10 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist (SM) (Weathered Glacial Till) Brownish gay silty SAND with gravel, moderately cemented, dense, moist- (SM) (Glacial Till) -st Hole terminated at a depth of 4.5 feet below surface grades o groundwater seepage encountered. Figure 5 ELEV. Notes M% I Other A-1212 Ages Engineering,LLC P.O. BOX 935 Office (253) 845-7000 Test Hole TH-3 DATE July 27, 2015 LOGrm BY: BPK ice.. Depth Soft Description Notes feet Fm-% I Other 0 .. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gay silty SAND with gravel, moderately ccmwted, dense, moist (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH-4 DnTe July 27, 2015 LOGGED BY: BPK may. Depth Soil Description Notes (feet) M. Other a FILL: 2 INCHES Wood Chips ove-lyine bttiwn silty sand with gavel, medium dense, moist. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gay silty SAND with gavel, moderately cemeated, dense, moist. 5 (SM) (Glacial Till) Test Hole terminated at a depth of 5.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 6 rmjwxo.: A-1212 T Paae 1 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B A GABLE 1 1 Job Reference (optional) i ne i russ uo.i r n,-ounry i russ, oumner vvr, i tugene vm i ounmgron vvr,, i x MUM `.sou s Jul s i zu i z rnnc `.sou s uu s i zu iz rvu i ex inuusmes, mc. i us Hu a uu:sa:uz , rage r ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-cE595UvAPrGlkKZ1pU1SB? 09XuNizjS?rSbzuyjnUZ -2-0-0 6.8-1 12-1.4 16-9-1 19-9-0 22-8-15 27.4-12 32-9.15 39-6-0 a1-6-0 �2-0-01 6-8-1 5-5-3 4-7-13 2.11.15 2-11-151 47-13 5-5-3 6-8-1 y2-0-0� 7.00 F12 3x6 11 3x6 11 3x6 11 4 8x:�S 1.5x4 II 3 ST ST1 4 ©�I`� o' 12 B „ 6x8 = 23 22 21 20 19 3x6 11 3x6 11 3x6 11 18 9x16 MT18H= 1.5x4 11 3x6 11 5x5 = 1.5x4 II 1.5x4 II 24 1.5x4 II = 3x6 11 8 3x6 11 3x6 II 8x8 T2 9 1.5x4 II S 4 ST1 xv n 10 V. 1 kq 16 15 14 13 12 6x8 = 17 5x5 = 3x6 11 3x6 11 9x16 MT18H= 3x6 II 1.5x4 11 3x6 11 1.5x4 II 1.5x4 II Scale = 1:112.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 Incr YES WB 0.30 Horz(TL) 0.01 10 Na n/a BCDL 7.0 Code IRC2009/7PI2007 (Matrix) Weight: 369lb FT=16% LUMBER BRACING TOP CHORD 2x10 DF No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. T1: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF No.2 JOINTS 1 Brace at Jt(s): 24 WEBS 2x4 HF Stud *Except* W4: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS (lb/size) 2=491/39-0-6 (min. 0-4-5), 19=1307/39-0-0 (min. 0-4-5), 16=1307/39-0-6 (min. 0-4-5), 22=529/39-0-6 (min. 0-4-5), 13=529/39-M (min. 0-4-5), 10=491/39-0-6 (min. 0.4-5), 10=491/39-M (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-M (min. 0-4-5), 23=138/39-M (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 6), 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 (lb) - 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=-680/161, 8-9=-657/111, 9-10=-439/48, 10-11=0/77 BOT CHORD 2-23=-92/298, 22-23=-92/298, 21-22=-92/365, 20-21=-92/365, 19-20=-92/365, 18-19=-26/491, 17-18=-26/491, 16-17=-26/491, 15-16=0/365, 14-15=0/365, 13-14=0/365, 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=-033/89, 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 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 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) 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, lb uplift at joint 22, 88 lb uplift at joint 13, 110 lb uplift at joint 10, 739 lb uplift at joint 15 and 739 lb 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 ANSUTPI 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 RECEIVED CITY OF TUKWILA 1UN032015 PERMIT CENTER � I S Irk- ! WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila ILDING DIVISION - W"!T'v 8/27/1: Digitally signed by: Terry L. Powell, P.E. JA � ��/ theTRUSSc0. INC. Page 2 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B Al ATTIC 2 1 Jab Reference (optional) the Truss Co./ Tri-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE Run: 7.350 s Jul 312012 Print: 7.350 s Jul 312012 MiTek Industries, Inc. Tue Au gg 27 00:38:03 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-4QeXlgwoA809MU8DMBYihDj7cx4JR13cEVB9VLyjnUY 2-0-11 6-8-1 12-1-4 16-9-1 19-9-0 22-8-15 27-4-12 32-9-15 39-6-0 41.6-0, 6-8-1 1 5-5-3 I 4-7.13 I 2.11-15 1 2-11-15 1 47-13 5-5-3 �2-0.0 0 d 8x8 = 3x6 II 9x16 MT18H= 12x12 = 3x6 11 12-1-4 12)x(}2 27-4-12 9» „T18Hp= 32 15 1 3911 6-8-1 5-5-3 15-3-8 5-5-3 Ln 1Il Scale = 1:90.6 Plate Offsets (X Y): [2:0-6-7 Edge] [4:0-7-12 0-0-4] [5:0-0-8 0-4-0] [6:0-4-0 0-4-4] [7:0-0 8 0-4-0] [8:0-7-12 0-0-4] [10:0-6-7 Edge] 112:0-3-8 0-1-81 [13:0-3-8,0-9-01, [16:0-3-8,0-9-01, [17:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.54 13-16 >867 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.92 13-16 >507 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 10 n/a n/a BCDL 7.0 Code IRC2009rrP12007 (Matrix) Attic -0.1913-16 972 360 Weight: 349lb 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.1&Btr 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) 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): 18 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/80, 2-3=-4308/0, 3-4=-4150/0, 4-5=-3080/15, 5-0=0/785, 6-7=01785, 7-8=-3080/15, 8-9=-4150/0, 9-10=-0308/0, 10-11=0/80 SOT 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=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; 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. 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 lb uplift at joint 2 and 61 Ito uplift at joint 10. 9) 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. 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/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA #Lar. 5SCo. INC. Paae 3 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B A2 ATTIC 3 1 Job Reference (optional) me Iruss God Tn-County Truss, Sumner WA/ Eugene OR / Burlington WA, TSE Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 312012 MiTek Industries, Inc. Tue Aug 27 00:38:05 2013 Page 1 ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-1 pmHjWx2imetbolcUcaAmeoSwkmivCMuhpgGaDyjnUW 2-0-0 6-1 12-1 4 16-9-1 19-9-0 22-8-15 274-12 32-9-15 39-6-0 0. 1 6-8-1 I 3 4-7-13 2-11-15 1 2-11-15 I 4.7-13 5-5-3 1 6-8-1 0 0 8x8 = 3x6 11 9x16 MT18H= 12x12 = 3x6 11 12-1-4 12x12 = 27-4-12 9x16 MT18H— 32-9.15 5-5-3 15-3-8 r 5I 12,0-0-4], [5:0-0-8,0-4-0], [6:0-4-0,0-4-4], (7:0-0-8,0-4-0], [8:0-7-12,0-0-4], [9:0-4-12,Edge], [10:0-4 Iq 0 Scale = 1:90.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.55 12-15 >858 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.94 12-15 >502 240 MT18H 1851148 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 10 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Attic -0.19 12-15 959 360 Weight: 347 lb FT = 16 % LUMBER BRACING TOP CHORD 2x10 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. T1,T3: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF No.2 JOINTS 1 Brace at Jt(s): 17 WEBS 2x4 HF Stud `Except' W4: 2x4 OF No.1&Btr REACTIONS (lb/size) 2=2560/0-5-8 (min. 0-2-12), 1 0=240 1 /Mechanical Max Horz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (lb) - 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=-952/217, 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; 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. 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 lb 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/fPI 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 L/360 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. i theTRUSSCo. INC. Pane 4 nf 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B A2A ATTIC 7 1 Job Reference (optional) i ne i russ t,o.r in-4.uunry i russ, oumner vv,vi mugene um i Dumngwn v—, i oc rtun. oou s Dui o i cu I nwi. - d c c ENu�� ap ID:ohL5sP8lUgoyLAGx_Y9P?Wzch1Q-zBu28CzIvar5S_b1cer3tow T9N49979Me6y)nUU •2-0-0 6-8-1 -11 12-1-4 16-9-1 19-9-0 22N 27-0-12 32-9-15 391-0 2-0.0 6-8-1 3 4-1-12 4.7-13 2-11-15 2-11-15 47-13 6x8 i 8x8 = 7 7.00 12 4x7 = 6 3x10 II 19 3x6 11 5 1.5x4 11 8x8 3 4-T 16 1720 16 15 3x6 11 9x16 MT18H= 5x5 = 3x12 11 B2 4x7 = 8 3x10 11 9 8x10 MT18H,1 10 -11 B1 Iq 0 14 13 12 6x8 12x12 = 3x6 II 9x16 MT18H= Scale = 1:94.6 0-1-S1 [17 0-2-8 0-3-0] [18:0-3-8 0-1.81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.55 13-16 >858 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.92 13-16 >511 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 11 n/a n/a BCDL 7.0 Code IRC2009ITP12007 (Matrix) Attic -0.19 13-16 980 360 Weight: 347 lb FT = 16 % LUMBER BRACING TOP CHORD 2x10 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T1,T3: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. BOT CHORD 2x12 OF SS *Except* JOINTS 1 Brace at Jt(s): 19 B2: 2x12 OF No.2 WEBS 2x4 HF Stud 'Except' W5: 2x4 DF No.1&Btr REACTIONS (lb/size) 2=2666/0-5-8 (min. 0-2-13), 11=2437/Mechanical Max Horz2=247(LC 4) Max Uplift2=-62(LC 5) FORCES (lb) - 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=0/3589,17-20=0/3369,16-20=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 lb 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 1-/360 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. Thisi design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicabdity 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 I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUS CO. INC. Paae 5 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B A3 ATTIC 1 2 Job Reference (optional) I ne I russ c0./ In -county I russ, Sumner WA/ tugene VK / tsunington vvA, I St Hun: /.3bu s Jul 31 2012 Pnnt: /.3b0 s Jul 31 2012 Mirek Industries, Inc. Tue Augg 27 00:38:09 2013 Page 1 ID:ohL5sPB1 UgoyLAGx_Y9P?Wzchl 0-vaOoZt-Zm-914PcNjSf6wUz?nM7Mr1 yUcReTj?yjnUS 2-10 6-'1 12-1.4 16-9-1 19N 22-8-15 11-12 32-t5ll 39E-0 1 2-0-0 1 6-8 1 I 5-5-3 4 7-13 2-11-15 1 2-11-15 1 4-7-13 1 5-5 3 6 8 1 8x8 = 3x6 II 9x16 MT18H= 12x12 = 3x6 II 12x12 = LUS26 9x16 MT18H= Im Scale = 1:97.3 LOADING(psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.46 12-15 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0,79 12-15 >592 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.06 10 n/a n/a BCDL 7.0 Code IRC2009/IPI2007 (Matrix) Attic -0.17 12-15 1064 360 Weight: 694 lb FT = 16% LUMBER BRACING TOP CHORD 2x10 OF SS *Except' TOP CHORD 2-0-0 oc purlins (3-10-0 max.) T173: 2x4 HF N0.2 (Switched from sheeted: Spacing > 2-0-0). BOT CHORD 2x12 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* JOINTS 1 Brace at Jt(s): 6, 17 W4: 2x4 OF No.1&Btr REACTIONS (lb/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) FORCES (lb) - 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=-0960/132, 9-10=-7030/150 BOT CHORD 2-16=-391/6640,15-16=-374/6717,14-15=0/5457,13-14=0/5457,12-13=0/5457,11-12=-40/6236,10-11=-39/6115 WEBS 5-17=-7349/262,7-17=-7349/262,4-15=-44/3451,8-12=0/3046,3-16=-876/89,9-11=-1336/186,3-15=-1818/490,9-12=-1213/238,6-17=0/903 NOTES (18) 1) 2-ply truss to be connected together with 1Od (0.131"xW) 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. 11; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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 lb uplift at joint 2 and 90lb 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 (4-1Od Girder, 3-1Od Truss) or equivalent at 12-2-4 from the left end to connect truss(es) GIRD (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 L/360 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/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 Digitally signed by: Terry L. Powell, P.E. AA theTRiTSSCO. INC. Panp Fi of Al Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B A3 ATTIC 1 2 Job Reference (optional) Ic if — �— i n ww I q n u a, QUI I II — vv,7, cuyel Iv vn , om nnywn vvA, I oc LOAD CASE(S) Standard 1) Regular Lumberincrease=1.15, Platelncrease=l MUM /.3JV 5 JUI 31 Nl L rnra: /..= 5 Jul 3l LVl L MI I eK mausines, Inc. I Ue Aug L/ UU:3I5:uV LV13 rage z ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-vaOoZt_Zm_914PcNjSf6wUz7nM7Mrl yUcReTj?Y1nUS 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/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. I theTRUSSCO. INC. Pana 7 of d1 Job Truss Truss Type Oty Ply SUBMITTAL SB305922B A4 GABLE 1 TBOID b Reference (optional) aim iiva�w.. lira.vuii.y -ii i- r 1. 1.-i v n cnu -uu.�o.�u -rayei ID:ohL5sP81UgoyLAGx-Y9P?Wzch1Q-NmaAmD?BXIH9iZBZH9ALTh N7lcEaaier5OOFRyjnUR -2-10 6-8-1 12-14 16-9.1 19-9-0 22-8-15 274-12 3L 15 39.1-0 394-0 '2-0-01 1 5-5-3 1 4-7.1�1� 2-11-151 4-7-13 I� 6-3�-10-5-0 7.00 12 3x6 = 5 3x6 II 34 11 3x6 11 4 8x8 i o ST 1.5x4 11 3 5 ST1 S 4 g+ 16 S 3 0 2 B 01 6x8 = 22 21 20 19 18 3x6 11 3x6 I I 3x6 11 17 9x16 MT18H= 1.5x4 11 3x6 II Sx5 1.5x411 = 1.5x4 11 8x8 = 3x6 = 7 :1.5x411 3x6 II 63x6 II 3x6 II S 8x8 T2 9 1.5x4 II S 4 ST11. x4 1 10 LU1IIItg 15 14 13 12 11 6x8 = 16 5x5 = 3x6 I I 3x6 11 9x16 MT18H= 3x6 II 3x6 II 1.5x4 II 1.5x4 II Scale = 1:108.7 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 2201195 BCLL 0.0 ` Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 10 n/a n/a BCDL 7.0 Code IRC2009/TPI2007 (Matrix) Weight: 366 lb FT = 16% LUMBER BRACING TOP CHORD 2xl0 DF No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. T173: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x12 DF No.2 JOINTS 1 Brace at Jt(s): 23 WEBS 2x4 HF Stud `Except* W4: 2x4 HF No.2 OTHERS 2x4 HIP Stud REACTIONS (lb/size) 2=491/38-7-6 (min. 0-4-3), 18=1307/38-7-6 (min. 0-4-3), 15=1307/38-7-6 (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=307/38-7-0 (min. 0-4-3), 14=-741/38-7-6 (min. 0-4-3), 22=138/38-7-6 (min. 0-4-3), 20=292/38-7-6 (min. 0-4-3), 19=-739/38-7-6 (min. 0-4-3) Max Horz2=247(LC 4) Max Uplift2=-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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-439/61, 3-4=-657/116, 4-5=-680/164, 5-6=-376/82, 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 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99lb uplift at joint 2, 14 lb uplift at joint 18, 16 lb uplift at joint 15, 101 lb uplift at joint 21, 74lb uplift at joint 12, 16 lb uplift at joint 10, 14 lb uplift at joint 11, 741 lb uplift at joint 14 and 739lb 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 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. I I I I theTRUSSCO. INC. Paqe 8 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B AA MONO TRUSS 1 d Job Reference o tional I ne I cuss Go./ I n-uounty I fuss, Sumner WA/ tugene UK / 6unington VVA, I St Kun: /.3bu s Jul 31 2U12 Pnnt: /.3SU S Jul 31 ZU12 MI I eK Industries, Inc. I ue Aug 2/ UU:36:11 ZU13 Page 1 I D:ohL5sP81 UgoyLAGx—Y9P? Wzch 1 Q-rz7Z—ZOplcPOJjllgthaOv2Y19xwJ_on317antyjnUQ 2-0-0 SS-2 12-1-8 19-8-4 F 2-0.0 1 1 2 6-8-6 7-6-12 N 01 1.5x4 11 3x4 = Scale = 1:70.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 6-7 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.14 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 7.0 Code IRC2012fTP12007 (Matrix) Weight: 103 lb FT = 16% LUMBER BRACING TOP CHORD 2x10 DF No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T1: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS (lb/size) 5=164/0-1-8 (min. 0-1-8), 6=657/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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-581/0, 3-4=-173/168, 4-5=-156f78, 4-6=-542/191 BOT CHORD 2-7=-38/444, 6-7=-46/431 WEBS 3-7=0/252, 3-6=-461/98 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.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) 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 lb uplift at joint 5 and 214 lb 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/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 19969 OVAL 4rT"1r 1" 8127/13 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paqe 9 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B B GABLE 1 1 Job Reference (optional) ne truss co./ In -county truss, Sumner WA/ Eugene UK / Burlington WA, I bE Run: 7.350 s Jul 31 2012 Print 7.350 s Jul 312012 MiTek Industries, Inc. Tue Aug 27 00:38:12 2013 Page 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-K9hxBv1R3vXtxtKyOaCpY6bnbZMp2YFwlPt7JJyjnUP -1-s-4 7-0-0 1a-0-0 15-9-4 1.9-4 7-0.0 7-0-0 1-9-4 1.5x4 II 1.5x4 II 4x4 = I RvA II 1.5x4 II 1 ri Scale = 1:42.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.04 11 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.05 11 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 64Ito 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=202/14-M (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), 1 4=1 09/14-0-0 (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-M (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=-25/63, 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 15lb uplift at joint 2, 28 lb uplift at joint 10, 2 lb uplift at joint 15, 21 lb uplift at joint 12, 54 lb uplift at joint 13, 29 lb uplift at joint 14, 22 lb uplift at joint 18, 53 lb uplift at joint 17 and 31 lb 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 BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof i6 Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA . theTRUSSCO. INC. Paqe 10 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL S8305922B B1 SCISSOR 1 1 Job Reference (optional) the Iuss c0./ I❑ -county I runs, Sumner WA/ Eugene UK / Burlington WA, 16t Faun: /.35U s Jul 31 ZU12 Hnnt: /.35U s Jul 31 2U12 MITek Industries, Inc. Tue Aug 21 UU:3b:13 2U13 Pagel ID:ohL5sP81UgoyLAGx—Y9P?WzchiQ-oLFJPF13gDfkZOv8ylj25K7rQzaFnyv4X3chsmyjnUO -1-9-4 7-0-0 14-0-0 15-9-4 i-9-4 7-0-0 7-0-0 1 4 4x4 = 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 Incr YES Code IRC2012/TP12007 CSI TC 0.69 BC 0.53 WB 0.20 (Matrix) DEFL in Vert(LL) -0.15 Vert(TL) -0.32 Horz(TL) 0.07 (loc) I/deft Ud 4-6 >999 360 4-6 >508 240 4 n/a n/a PLATES GRIP MT20 1851148 Weight: 49lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS (lb/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 Uplift2=-86(LC 8), 4=-66(LC 9) Max Grav2=674(LC 2), 4=674(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-3=-964/0, 3-4=-964/23, 4-5=0/62 SOT CHORD 2-0=0/722, 4-6=01722 WEBS 3-6=0/544 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 11Omph; 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) 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 lb uplift at joint 2 and 66 lb 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 I. . 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 I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 0 7s 194679 IS7- IQ1VA1.. 8/27/13 Digitally signed by: Terry L. Powell, P.E. the CO. INC. Paae 11 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B B2 SCISSOR 1 1 Job Reference (optional) i ne Truss co.i in -county i russ, aumner vvAi tugene uN i uunington vvA, I bt rtun: r.3�u s Jul 31 Z1112 Nnnt: r.3t)ll s Jul 31 ZutE Mi I eK industnes, Inc. Tue Aug 27 00:38:13 2013 Pagel ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-oLFJPF13gDfkZOv8ylj25K7oXzapnyk4X3chsmyjnUO 7-0-0 14-0-0 15-s-a 7.0.0 I 7-0-0 4x4 = 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 Incr YES Code IRC2012/TP12007 CSI TC 0.87 BC 0.55 WB 0.22 (Matrix) DEFL in Vert(LL) -0.17 Vert(TL) -0.35 Horz(TL) 0.07 (loc) I/deft Ud 1-5 >988 360 1-5 >469 240 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 461b FT = 16% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS (lb/size) 1=455/Mechanical, 3=577/0-5-8 (min. 0-1-8) Max Horz1=-98(LC 6) Max Upliftl=-35(LC 8), 3=-66(LC 9) Max Gravl=539(LC 2), 3=690(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-979/0, 2-3=-1018/35, 3-4=0/62 BOT CHORD 1-5=0/768, 3-5=07767 WEBS 2-5=0/574 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 110mph; TCDL=4.Bpsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live 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) 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 Ito uplift at joint 1 and 66 lb 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 ANSIITPI 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 BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 1 Digitally signed by: Terry L. Powell, P.E. I theTItUSSCO INC. Paae 12 of 41 Job Truss Truss Type Qty Ply SUBMITTAL SB305922B C GABLE 1 TBOItD Reference (optional) the Truss Co./Tri-County Truss, Sumner WA/ Eugene OR / Burlington WA, TSE Run: 7.350 s Jul 312012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:14 2013 Page 1 ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-GYphcb2hbXnbAAUKW?EHdXgOZNtPWKMDmjMEOCyjnUN -121 5-&11 10-11-8 ,12-3-0 24 11-6-0 -6-0 26-3-41 1. 5-9-11� 5-1-13 1-3-8 5-3-0 7-0-0 1-9-4 01 1.5x4 II 4x12 1.5x4 II 3x4 4 3x4 i 8.00 � 32 x12 i 31 3x4 i 4 3x6 i 30 1 2 3 29 2x4 = 5x7 = 6 3x4 � 1.5x4 11 3x4 1.5x4 II 48 7 3 0 3 1.5 II 12 10 4 5x6 = i0 __ — 311 4x4 = 33 34 13 2 45— 36 12 3x8 1.5x4 II 2x4 = 5x8 = 4.00 12 1.5x4 11 2x4 �, JUS242x4 = 5.9-11 10-11-8 12-3-0 2x4 17-6-0 4x5 Scale = 1,77.2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 Incr NO WB 0.58 Horz(TL) 0.21 8 Na n/a BCDL 7.0 Code IRC2012rTP12007 (Matrix) Weight: 186lb FT=16% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 HF No.2 *Except* W2,W4,W9,W13: 2x4 HF Stud, W6,W10: 2x4 HF No.2, W12: 2x4 DF 240OF 2.0E OTHERS 2x4 HF Stud WEDGE Right: 2x4 HFSPF Stud/STD REACTIONS (lb/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 (lb) - 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=-12011192, 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=-171/1124,36-37=-171/1124,12-37=-171/1125,11-12=-68/1043, 10-11=-109/2145,8-10=-115/2340 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 1 at 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 8 considers parallel to grain value using ANSIfTPI 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 lb uplift at joint 2 and 134 lb uplift at joint 8. 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) Use USP JUS24 (With 1 Od nails into Girder & 1 Od 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 lb down and 83 lb up at 2-0-0, 9lb down and 58 lb up at 4-0-12, 9 lb down and 58 lb up at 6-0-12, and 9 lb down and 58 lb 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 lb up at 8-0-12, and 1 Ito 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. Q.d�ARi6A1SEM)fitandard ! 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/T'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. #heTRUS tO.INC. Panes 11 of d1 Job Truss Truss Type Dty Ply BID SUBMITTAL S8305922B C GABLE 1 1 Job Reference (optional) i ne Truss t,o.i i n-County Truss, Sumner vvvi tugene vn i buningcon vvA, 16r LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-53, 6-9=-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 36=0 37=-583(F) Nun: /.3bU a JUI 31 ZU12 vnnC /.35u s JUI 31 2u12 mi I eK Inaustnes, InC. Tue Aug 27 00:38:15 2013 Page 2 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-kkN3gx3JMgvSoK3X3imWAICBJmDeFnbN_N5nweyjnUM ! 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 I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC. Paae 14 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B C1 SPECIAL 3 1 Job Reference (optional) I ne I runs co./ in -county i russ, aumner vvAt tugene um r cuningron vvM, I x mun: r.— s dw o i cu is r011l, oou � Dui o � v � — � �, I �. �oy� ID:ohL5sP81UgoyLAGx—Y9P?Wzch1Q-kkN3gx3JMgvSoK3X3imWAiCALm MFmMN_NSnweyjnUM •1-9.4 5-10-1 1-9-4 I 5-10-1 10 12 -3-0 24-M 6-3-0 3-7 5-117 18 13-0 7-0-0 4x4 = 3x4 i 1.5x4 It 5x7 = 4.00112 Scale: 3/16"=l' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 117lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* W3,W5: 2x4 HF No.2, W6: 2x4 DF 240OF 2.0E REACTIONS (lb/size) 2=918/0-5-8 (min. 0-1-13), 7=91810-5-8 (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) FORCES (lb) - 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=-6/2001, 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 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. 11; Exp B. enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live 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) Bearing atjoint(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 lb uplift at joint 2 and 93 lb 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) 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/T'PI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Page 15 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B C2 COMMON 1 3 Job Reference (optional) the Truss Co./ Tri-County Truss, Sumner WA/ Eugene OR / Burlington WA, TSE Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:19 2013 Page 1 ID:ohL5sP81 UgoyLAGx_YSP?Wzchl Q-cVcaf16gP3PtHyNI IYgSKbNpuOZTBUFyv?3?3PyjnUl I 4-1-8 8-2-6 12I .3-0 16-0.-3-101042:11.1 24-6-0 26-7-39-4-0 4 -1-8 40.14 4-0-10 40.14 41-8 6x8 MT18H II 4 8.00 12 4x6 i 4x6 3 5 4x5 i 4x5 6 THD28 1 r` yIimi d 15 16 14 17 18 13 19 20 7x8 MT1811G 3x8 II 12x12 = THD28 THD28 THD28 THD28 TH028 - 7 2 8 Io 12 11 21 22 10 23 9 7x8 MT18HZ� 6x8 MT18H= 12xl2 = 3x8 II 12x12 =THD28 THD28 THD28 THD28 THDH28-2 Scale = 1:77.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 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 Incr YES WB 0.98 Horz(TL) 0.10 7 n/a n/a BCDL 7.0 Code IRC20127rP12007 (Matrix) Weight: 474lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* W5: 2x4 DF No.1&Btr REACTIONS (lb/size) 1 =1 6296/0-6-0 (min. 0-5-13), 7=14445/0-5-8 (min. 0-5-2) Max Horzl=-158(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-22800/0, 2-3=-18827/0, 3-4=-14570/0, 4-5=-14571/0, 5.6=-19429/0, 6-7=-24229/0, 7-6=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 WEBS 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=-3794f7, 2-14=0/4258 In addition to nailing specified in note 2, add (4) Simpson "SDS 1/4 x 4-1/2" (or NOTES (15) equiv.) wood screws at joint 9. Place 1) Special connection required to distribute bottom chord loads equally between all plies. screws in 2 rows offset from nailing and 2) 3-ply truss to be connected together with 1Od (0.131NY) nails as follows: Space 6" oc each row about joint. 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 (8), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; 11Omph; 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 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) 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) 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 OF) to back face of bottom chord. 13) Use USP THDH28-2 (With led nails into Girder & led 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. 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/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. I theTRUSSCO. INC. Panc 1A of d1 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B C2 COMMON 1 3 Job Reference (optional) — .-Y "—, ou".... -1 c.Y. . un i —'my— VVN, i JC nun: t.jou s jui J1 zulz Y, n u L30U s JUI 31 zuiz mi I eK Incustnes, mc. I ue Aug 21 UU3t1:19 zu13 Page z ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-cVcafl6gP3PtHyNI IYgSKbNpuOZTBUFyv?3?3PyjnUl 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 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 17 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B D GABLE 1 1 Job Reference (optional) The Truss G0./ Tn-County Truss, Sumner WA / tugene UK / bunington WA, I St Kun: /.3D0 s Jul 31 Z01 Z Pnnt: t.300 S Jul 31 201Z Mi I eK InduStnes, Inc. I us Aug 27 00:36:20 2013 Page 1 ID:ohL5sPB1 UgoyLAGx_Y9P?Wzch1 Q-5hAyte7SANXku5yUsGLhtow88n4bwA868fpYcsyjnUH -1-6-0 3-3-0 6-6-0 8-0-0 ' 1-6-0 ~ 3-3-0 3-3-0 1-6.0 5x7 = Scale = 1:25.7 LOADING(psf) TCLL 25.0 TCOL S.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI TC 0.21 BC 0.10 WB 0.04 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) I/defi Ud 4-6 >999 360 4-6 >999 240 4 n/a n/a PLATES GRIP MT20 1851148 Weight: 33 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS (lb/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 6), 4=-44(LC 9) Max Grav2=357(LC 2), 4=357(LC 2) FORCES (lb) - 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 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/rPI 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2 and 44 lb 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 I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUS tO.INC. Page 18 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B D1 COMMON 1 1 Job Reference (optional) I ne I NSS Uo./ I n-county I russ, Sumner WA/ tugene UK / CUnington vvA, I St Hun: /.3oU s Jul 31 ZU1Z Hnnt: t.itu s JUI 61 zuiz mi I ex Inaustnes, Inc. 1 ue Aug Zt W m:Zu ZU13 rage l ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-5hAyte7SANXku5yUsGLhtow9Yn4nw9j68fpYcsyp —i -1-6-0 3-3-0 6-6-0 8-0-0 1-111 1 3-3-0 3-3-0 1-6-0 4x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 4-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 24lb 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=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 (lb) - 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.Spsf; 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 43lb uplift at joint 2 and 43 lb 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 (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Scale: 1/7=1' Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Pace 19 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B D2 COMMON 5 1 Job Reference (optional) i ne i russ co.i in -county i russ, Sumner vvA/ eugene vK t e+unmgton vvA, i z)e rtun: i.sau s dust zui z Pnm: i.3ou s dui 31 zut 2 Mi i eK mcustnes, inc. r ueAUQ 21 00:36:i zo13 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch 1 Q-ZukL4-84xgfbWFWgQztwQOSKI BQGfdQFNJY681yjnUG -1-6-0 3.3-0 5-5-8 1-6-0 3-3-0 2-2-8 4x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC20121TP12007 (Matrix) Weight: 22lb FT=16% 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=160/0-1-8 (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 Scale: 1 /2"=1' 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=25ft; Cat. 11; Exp B; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live 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) Bearing atjoint(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 lb uplift at joint 2 and 9 lb 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 ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53710 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Page 20 of 41 Job T uss Truss Type Oty Ply BID SUBMITTAL SB305922B E MONO HIP 1 1 Job Reference (optional) i ne i russ co./ in -county i russ, Sumner vvA/ tugene urr i aumngton vvA, i bt Kun: r.aou s dui si zuiz rnm: r.sou s dui si zutz mi i eK mousmes, inc. i ue Aug a uU:,10:zz zula rage 1 I D:ohL5sP81 UgoyLAGx_Y9P?Wzch1 0-14lj I KBii_nS8P5t_gO9yD?PYbj8O16PbzlfgkyjnUF -2-0-0 2-8-6 1.2-0 7-5-8 2-0.0 2-8-6 0-5-10 4-3-8 4x6 = 1 r1A LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 5-6 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.05 5 6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 5 Na n/a BCDL 7.0 Code IRC20121TPl2007 (Matrix) Weight: 28lb 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=435/0-5-8 (min. 0-1-8), 5=28810-1-8 (min. 0-1-8) Max Horz2=43(LC 5) Max Uplifl2=-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 Scale = 1:18.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc pudins (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. Il; 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 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 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 95lb uplift at joint 2 and 67 lb 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) 92 lb down and 63lb up at 3-3-6, and 34 lb down and 42 lb up at 6-0-12 on top chord, and 2 lb up at 2-0-12, and 1 lb up at 4-0-12, and 1 lb 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 (lb) 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/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. theTRUS tO.INC. Paqe 21 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B El MONO HIP 1 1 Job Reference (optional) i ne i russ co./ in -county i russ, Sumner vvvi cugene uK i ouningcon vvv, i at nun: t.sou s dui ai zuiz vnnu r..= s dui si zviz mi i eK mousmes, mc. i ue Aug a UUsa:zz tuts rage t ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-14ljIK8ii_nS8P5t_gO9yD?QNbfwO4UPbzlfgkyjnUF -2-0.0 6-4-6 z-ao 1 6-4-6 44 1.5x4 II Ox8 ro LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.16 2-5 >523 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.33 2-5 >255 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix) Weight: 27 lb FT = 16 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/STD BOT CHORD JOINTS REACTIONS (lb/size) 2=377/0-5-8 (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 Scale = 1:24.3 Structural Wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 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 alive 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) Bearing at joint(s) 5 considers parallel to grain value using ANSUTPI 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 lb uplift at joint 2 and 22 lb 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. Paae 22 of 41 Job Tuss Truss Type City Ply SUBMITTAL SB305922B E2 MONO TRUSS 6 TB.1,D Reference (optional) I ne i fuss co./ I n-uounty I fuss, Jumner vvA/ tugene uK r bumngton WA, I St Run: 7.350 s Jul 31 2012 Pnnt 7.350 s Jul 31 2012 MiTek Industries, Inc. Tue Aug 27 00:38:23 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-VGs5Vg9LTIwJIZg3XOvOVRYdO?4r7XZYgd1 CCByjnUE -2-6-0 4-11-8 2-0-0 4-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.03 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.06 2-4 >941 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 Na n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix) Weight: 17lb 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=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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-84/35, 3-4=-115/39 BOT CHORD 2-4=-20/15 Scale = 1:19.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wnd: 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) 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 lb uplift at joint 2 and 19 lb 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 ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paae 23 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B E3 MONO HIP 1 1 Job Reference (optional) ne i russ uo.r i n-uounry i russ, oumner vvAr cugene un r cuningron vvA, i ar nun: rsou s JUI Jl zuiL rnm: i-iou s JUI 3l zui a mi I eK Inausmes, Inc. 1 us Aug u Z/ uu:Jtl23 ZU13 rage 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-VGs5Vg9LTIwJIZg3XOvOVRYd ?3X7X_YgdiCCBy)nUE 44 -- 3 W LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.03 2-5 >999 360 MT20 185/148 TCDL 8.0 Lumber In, 1.15 BC 0.21 Vert(TL) -0.06 2-5 >963 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 19 lb 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=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=163(LC 1) FORCES (lb) - 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 Scale=1:14.9 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; 96 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 5 considers parallel to grain value using ANSUTPI 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 69lb uplift at joint 2 and 26 lb 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) purins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 31 lb up at 3-3-6 on top chord, and 2 lb up at 2-0-12, and 1 lb 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, 34=-53, 2-5=-14 Concentrated Loads (lb) 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'Onofiio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paae 24 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL SB305922B F CAL. HIP 1 1 Job Reference (optional) The Truss Go./ Tn-Gounty Truss, Sumner WA Eugene UK / burlington WA, I St Hun: /.,= s Jul J1 eul z runt: r.JDV s JUI 37 ZUIL MI I eK inausmes, Inc.Qi ue Au Lr uu:J ID:ohL5sP81UgoyLAGx—Y9P?Wzch1Q-zTQTiOAzEb2ANjFF55d1e4hPLMsyob:[h43LHVnI mJ ldryajyneUrD 4 7-5-4 -11 12-0-72 2 -0 -4 •1-8-535 228 1-84 4--0 -84 Scale = 1:38.3 4x8 = 4x5 1.ex9 I I Jx4 — ono — -- I I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 Incr NO WB 0.14 Horz(TL) 0.07 7 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 82lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purins, except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (3-3-3 max.): 4-5. WEBS 2x4 HF Stud 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 Horz2=-54(LC 13) Max Uplift2=-184(LC 8), 7=-184(LC 9) Max Grav2=1253(LC 2), 7=1253(LC 2) FORCES (lb) - 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, 12-17=-270/1779, 11-17=-270/1779, 11 -1 8=-278/1610,18-19=-278/1610, 19-20=-278/1610, 10-20=-278/1610, 10-21=-216/1779,9-21=-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=01410, 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.Bpsf; 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 pending. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2 and 184 lb 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/rPI 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/ 2-1Od nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 178 lb up at 8-0-9, and 93 lb down and 125 Ib up at 10-0-0, and 177 lb down and 178 lb 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 (lb) Vert: 12=-27 9=-27 13=-143 14=-76 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/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 Digitally signed by: Terry L. Powell, P.E. thCTRUSSCOANC. Paae 25 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B F1 FINK 1 1 Job Reference (optional) I ne i russ co./ in -county truss, Jumner vvA/ rugene vK / Cuningron vvA, I DC KUn: r.3ou s jut 31 zulz vnnt: t-zu a JUI 31 zuiz mi I eK Industries, Inc. I Ue Aug 2/ UU:362b 2U13 Page 1 I D:oh L5sP81 UgoyLAGx_Y9P?Wzch 1 Q-Rf_rwM Bb?vA1'?tgSfpxsasd_hojmbPcrHwWJH3yjn UC -1-8-4 5-3-4 10-0-0 14-8-12 20-0-0 21-8-4 1-14 5-3-4 1 4-8-12 4 712 5.3-4 11. Scale=1:39.7 4x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.06 6-8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.14 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.16 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 74lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Upliff2=-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=-1166/110, 4-5=-1166/110, 5-6=-1346/100, 6-7=0/49 BOT CHORD 2-9=-92/1129, 6-9=-4/158, 6-8=-23/1129 WEBS 3-9=-306/116, 4-9=-51/417, 4-8=-51/417, 5-8=-306/116 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. 11; Exp B, enclosed; MWFRS (envelope) gable end zone, cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live 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 G. 6) 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. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSko. mc. Pnoa 96 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B F2 FINK 1 1 Job Reference (optional) ie i russ ,,o.i in-t,ounry i russ, aumner vvvt rugene uH i buningron vvA, i ac Hun: t.3aU s Jul J1 LU1Z Pnnt: t.JSU s Jul 31 ZU12 Mi I eK IndustneS, Inc. I ueAUg 27 00:38:25 2013 Pagel ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-Rf rwMBb?vA"gSfpxsasd_Foi_bPRrHwWJH3yjnUC I 5-3-4 10-0-0 14-8-12 20-0-0 21-8-4 5.3-4 4-8-12 4-8-12 5-3-4 I 1-8-4 4x4 = 6-10-3 Scale = 1:38.9 LOADING(psf) TCLL 25.0 TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI TC 0.31 BC 0.40 WB 0.17 (Matrix) DEFL in Vert(LL) -0.06 Vert(TL) -0.15 Horz(TL) 0,04 (loc) /deb Ud 5-7 >999 360 1-8 >999 240 5 n/a n/a PLATES GRIP MT20 1851148 Weight: 72lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS (lb/size) 1=661/0-3-8 (min. 0-1-8), 5=768/0-3-8 (min. 0-1-8) Max Horz1=-79(LC 9) Max Upliftl=-58(LC 8), 5=-86(LC 9) Max Gravl=783(LC 2), 5=915(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1380/109, 2-3=-1198/119, 3-4=-1177/111, 4-5=-1357/101, 5-0=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 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 58lb uplift at joint 1 and 86 lb 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 (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plaie Institute, 583 D'Onofirio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCo. INC. Paae 27 of 41 Job Truss Truss Type city Ply BID SUBMITTAL SB305922B GRID SPECIAL 1 1 Job Reference (optional) 1 ne I russ ,,o./ I n-county I russ, oumner vvA/ Cugene VK / t3uningron vvA, I of Kun: t.3JU s JUI 31 zUlz runt: t.3DU s JUI si zU12 mi I eK maustnes, Inc. I Ue Aug Z/ UU36:26 ZU13 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-vrXE7hCDmDlucOPeDWS573A1 SC32Ks?—WaGtpVy)nUB 3-10-8 Scale = 1:42.6 JUJZO 2x4 11 4x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.02 3-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horc(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC20121TP12007 (Matrix) Weight: 36 lb FT = 16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (lb/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 NOTES (14) 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 night 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.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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 4 and 303 lb 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 ANSlfTPI 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) purins 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 lb down and 88 lb 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 truss are noted as front (F) or back (8). 14) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 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. Paoe 28 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 32 JACK 5 1 Job Reference (optional) i ne I russ 10.t in-uounry I cuss, zwmner vvA/ Cugene uK / buningion WA, I St Kun: t.3CU s Jul 31 2u1Z runt: /.3oU s Jul 31 2ulz MI I eK Inaustnes, Inc. I us Aug z/ UU:36:26 Zu13 Nage 1 ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-vrXE7hCDmDlucOPeDWS573AANC82KuJ—WaGtpVy)nUB -1-9-4 2-0-0 1-9-4 2-0-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Wall Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 8 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (Ib/size) 2=20810-5-8 (min. 0-1-8), 4=1410-1-8 (min. 0-1-8), 3=7/0-1.8 (min. 0-1-8) Max Horz2=65(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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63, 2-3=-09/13 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. 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.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, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 2 and 11 lb 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 Scale = 1:17.6 Digitally signed by: Terry L. Powell, P.E. AA theTY2USSCO. INC. Paae 29 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL S8305922B 12A MONO TRUSS 1 1 Job Reference (optional) i ne I cuss co./ in -county I russ, ,umner vvA t rugene uN / Cunington vvA, i Jr Nun: r.3DU s JUI 31 zui 2 ennt: /.30U s JUI 31 ZU12 MI I eK maustnes, Inc. I us Aug 21 00:36:27 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-N25cL1 CrXWQIEA_gmEzKfHiOfcUW3KZ81E?QLyy)nUA 2-0-0 i 2-0-0 1.5x4 11 2 3x4 = 1.5x4 11 JUS24 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 1 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 7lb FT= 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 OF 240OF 2.0E WEBS 2x4 HF/SPF Stud/STD . REACTIONS (lb/size) 1=61/0-5-8 (min. 0-1-8), 3=586/Mechanical Max Herz 1=35(LC 5) Max Upliftl=-2(LC 8), 3=-66(LC 8) Max Grav1=72(LC 2), 3=586(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-38/32, 2-3=-61/23 BOT CHORD 1-3=-12/9 Scale=1:13.5 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; 97 MWFRS Wind Right Positive ; #12 MWFRS 1st Wind Parallel Positive; 913 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. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1 and 66 lb 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 1Od nails into Girder & 1Od 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 (lb) 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 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. theTRU55CO INC. Page 30 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 321 JACK 1 1 Job Reference (optional) The Truss Go./ Tn-county I russ, Sumner WA tugene UK / tlunington WA, I St Hun: /.3SU a Jul 3l zuiz rnnt: t.3aU s JUI 37 zuiz MI1 ex mausmes, Inc. I ue Aug zt uu:Ju:z/ zuis h,age l ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-N25cL1 CrXWQIEA_gmEzKfHiNkcUJ3KZ81E?QLyyjnUA 1-3-10 t-1-15 1-3-10 1-1-15 LOADING(psf) SPACING 210-0 CSI DEFL in (loc) /deft Ud PLATES GRIP TILL 25.0 Plates Increa'a 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC20121TP12007 (Matrix) Weight: 6lb FT= 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 2=159/0-5-8 (min. 0-1-8), 4=13/0-1-8 (min. 0-1-6). 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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-54/6 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-1-15 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.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, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ito uplift at joint 2 and 16 lb 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 I. 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'Onofirio Drive, Madison, WI 53719 Scale = 1:12.3 Digitally signed by: Terry L. Powell, P.E. theTRUS t0l.INC. Paqe 31 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B 321A JACK 1 1 Job Reference (optional) t ne INS$ Uo./ 1n-Uounty Truss, Sumner WA/ Lugene UK / Hunington WA, I St 3x4 = Hun: /.3b0 s Jul 31 2012 Print 7.350 S Jul 31 2012 MITek Industries, Inc. Tue Aug 27 00:38:28 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzch1 Q-sEf_YNDTIgYcsKZOKxVZCUFZ3OpYonoH_ulzuOyjnU9 1-1-15 1-1.15 1�6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 1 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 4 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 SOT CHORD 2x4 HF No.2 REACTIONS (lb/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 Uplift2=-18(LC 8) Max Gravt=50(LC 2), 3=32(LC 3), 2=36(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-22/18 BOTCHORD 1-3=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-1-15 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; Expl 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 chordlin 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 18lb 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 (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery. erection and bracing consult ANSIJTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 Scale = 1:10.1 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC, Paqe 32 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 323 JACK 1 1 Job Reference (optional) I ne Ifuss Uo./ I n-county I russ, Sumner WA/ tugene VN / Burlington vvA, I St Nun: /.3bU s Jul 31 2U1Z F'nnt: L3bU s Jul 31 ZU12 MI I eK InoUStnes, IOc. I ue Au�gz/ ull:ats:za zup Nage 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-sEf_YNDTIgYcsKZOKxVZCUFYUOpWonoH_ulzuOyjnU9 -1-3-10 2-0-0 2-4-1I 1-3-10 2-0-0 0.4.15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumberincrease 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 8 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/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 Horz2=64(LC 8) Max Uplift3=-28(LC 8), 2=-25(LC 8) Max Grav3=56(LC 15), 2=205(LC 2), 4=33(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-59/25 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. 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.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 28 lb uplift at joint 3 and 25lb 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 Scale = 1:17.3 Digitally signed by: Terry L. Powell, P.E. theTRUSSco. INC, Paae 33 of 41 Job Truss Truss Type pry Ply BID SUBMITTAL SB305922B 323A JACK 1 1 Job Reference (optional) i ne i russ to./ in -county i russ, Aumner vvAi tugene vK i 6unington vvA, i of Nun: r.36U s uul 31 zulz vnnt: 7.36U s JUI 31 zU1Z MI I eK Inaustnes, Inc. t Ue Aug 27 00:36:29 2013 Pagel ID:ohL5sP81 UgoyLAGx—Y9P?Wzchl Q-KQDMmjE528gTUU8DufOokiojlQ91XE2RCYUXQgyjnU8 2-0-0 a4-1s 2-0-0 I 0 LOADING(psf) SPACING 2-0-0 CSI - DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 1 >999 360 MT20 185/148 TCDL 8.0 Lumberincr%se 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na n/a BCDL 7.0 Code IRC2012/rP12007 (Matrix) Weight: 6 Ito 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=62/0-1-8 (min. 0-1-8), 3=14/0-1-8 (min. 0-1-8) Max Horz1=45(LC 8) Max Uplift2=-36(LC 8) Max Gravl=90(LC 2), 2=76(LC 2), 3=33(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=A3/36 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.Bpsf; 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) 2, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb 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 Scale = 1:15.2 Digitally signed by: Terry L. Powell, P.E. i theTRUSSco. INC. Paqe 34 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B 124 JACK 1 1 Job Reference (optional) i ne i russ co./ in -county i russ, Sumner vvvi tugene mart r cunmgton vvA, i st Kun: t-= s dui si zuiz vnnt: r.sau s uu ai zuiz mi i eK mausmes, inc. i ue a,zr uu:szs:za zuis rage i ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-KQDMmjE528gTUU8DufOokioiu Q91XE2RCYUXQgy)nU8 -1-310 2-0-0 37-15 1-310 2-0-0 1-7-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.16 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ` Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 10lb 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 Structural wood sheathing directly applied or 2-0-0 oc puriins. 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; 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 lb uplift at joint 3 and 25 lb 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 I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Scale = 1:22.4 ►* 4r7"1rV 8/27113 Digitally signed by: Terry L. Powell, P.E. AA the CO. INC. Paae 35 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B IK23 JACK 2 1 Job Reference (optional) I ne I cuss Go./ I n-uounty I russ, Jumner vvA/ tugene UK / tlunington WA, I tit Run: /.3bu s Jul 31 201E Pnnr /.3b0 s Jul 31 2012 MITeK Industnes, Inc. Tue Aug 27 00:3829 2013 Pagel ID:ohL5sP81 UgoyLAGx—Y9P?Wzch1 Q-KQDMmjE528gTUU8DufOokioh3Q91XE2RCYUXQgyjnU8 -1-8-4 2-0-0 2-8-5 1-8-4 2-0-0 0-&5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 8lb 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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48, 2-3=-57/16 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. 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.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 22 lb uplift at joint 3 and 41 lb 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 Scale = 1:15.4 Digitally signed by: Terry L. Powell, P.E. AA theT2U5Sco. INC. Paqe 36 of 41 Job Truss Truss Type City Ply BID SUBMITTAL SB305922B JK25 JACK 2 1 Job Reference (optional) The Truss Go./ Tn-County Truss, Sumner WA Eugene UR / burlington WA, 1,51E Hun: /.JOU s Jul 31 2U12 i nnt: /.JDu s JUI Jl 2u12 MI I eK Inoustnes, Inc. I ue AU 2/ UU:Jtl:JU LU1J rage 1 ID:ohL5sP81UgoyLAGx_Y9P?Wzch1Q-odnkz3FkpRoJ5eiPSMX1HvKp pV—GhlaRCE4yr1yjnU7 -1-8-4 2-0-0 5.45 1-8-4 2-0.0 3-4-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 Lumberincrease 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 12 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/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 U plift3=-61 (LC 8), 2=-50(LC 8) Max Grav3=155(LC 2), 2=319(LC 2), 4=33(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48, 2-3=-90/55 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9) 1) Wind: ASCE 7-10; 110mph; TCDL=4.Bpsf; 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 61 lb uplift at joint 3 and 50 lb 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 J Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 537;19 Scale=1:23.6 Digitally signed by: Terry L. Powell, P.E. theTRUS tCl.INC. Page 37 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B IK61 JACK 2 1 Job Reference (optional) The Truss Co./ Td-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE -1-3-10 1-5-3 1.3.10 1-5-3 8.00 12 3x4 = Run: 7.350 s Jul 31 2012 Print: 7.350 s Jul 312012 MiTek Industries, Inc. Tue Aug 27 00,38:30 2013 Page 1 ID:ohL5sP81 UgoyLAGx—Y9P?Wzch1 Q-odnkz3FkpRoJ5eiPSMX1 HvKuOpQKGhlaRCE4yHyjnU7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TILL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.08 2-4 >901 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.16 2-4 >439 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 11 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/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 Uplifl2=-11(LC 8), 3=-8(LC 8) Max Grav2=217(LC 2), 4=100(LC 3), 3=18(LC 6) FORCES (lb) - 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) Wnd: 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 alive 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, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2 and 8 lb 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'Onof io Drive, Madison, WI 53719 Scale = 1:14.0 Io� Digitally signed by: Terry L. Powell, P.E. i i theTRVSSCO INC. Paae 38 of 41 Job Truss Truss Type Oty Ply BID SUBMITTAL SB305922B IK63 JACK 2 1 Job Reference (optional) The Truss Co./ Th-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE Run: 7.350 s Jul 31 2012 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-GpL6BPFMalwAjoHb?32Gg7t2RDnn?8YjgszeUjyjnU6 -1-3-10 2-11-3 1-3-10 2-11-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.07 2-4 >956 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 2-4 >467 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 13 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/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 Hor7.2=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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-67/33 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-3 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.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom 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 36In uplift at joint 3 and 9 lb 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 withi 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/T'PI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Scale = 1:19.3 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSco. INC. Paqe 39 of 41 Job Truss - Truss Type City Ply BID SUBMITTAL SB305922B IK65 JACK 2 1 Job Reference (optional) Fhe Truss co./ Tn-county truss, Sumner WA/ tugene UK r tsunmgton WA, I st Run: 7.3bo s Jul 31 2012 Pnnt: 1.350 s Jul 31 21J12 Miiek Industries, Inc. Tue Aug 27 00.38:31 2013 Page 1 ID:ohL5sP81 UgoyLAGx_Y9P?Wzchl Q-GpL6BPFMalwAjoHb?32Gg7tOZDnn?8YjgszeUjy)nU6 -1-3-10 4-5-3 7-3-10 4-5-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.07 2-4 >956 360 MT20 185/148 TCDL 8.0 Lumberincrease 1.15 BC 0.31 Vert(TL) -0.15 2-4 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight: 15lb FT=16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 3=100/0-1-8 (min. 0-1-8), 2=244/0-3-8 (min. 0-1-8), 4=4110-1-8 (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 (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-96/59 SOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc puriins. 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; 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 62 lb uplift at joint 3 and 11 lb 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 ANS11TPI 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 erecti n and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate In�titute, 583 D'Onofiio Drive, Madison, WI 53719 Scale = 1:25.2 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC, Page 40 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B IK66 JACK 2 1 Job Reference (optional) The Truss Do./ Tn-County Truss, Sumner WA / Eugene UK / tlunmgton vvA, I St Hun: r.6bu s Jm 61 zu1 L rnm: t..= s JVI 61 LV1z mi i eK mousmes, mc. ue AV L / VV:S0:3L LV 13 rage -i ID:ohL5sP81UgoyLAGx—Y9P?Wzch1Q-k?vVOlG_L32lLxsoZnZVMK 7bd70kb.—.JJB19y)nU5 -1-3-10 5-11-3 1-3.10 5-11-3 LOADING(psf) SPACING 2-Od) CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.07 2-4 >956 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.15 2-4 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012frP12007 (Matrix) Weight: 17 lb 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 B), 2=-14(LC 8) Max Grav3=177(LC 2), 2=337(LC 2). 4=98(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-126/83 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-3 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.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 lb 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 (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters, shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719 Scale = 1:30.9 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Pape 41 of 41 Job Truss Truss Type Qty Ply BID SUBMITTAL SB305922B IK67 JACK 1 1 Job Reference (optional) I ne i russ co./ i n-county I cuss, Sumner vvA/ tugene arc i ttunmgton vvA, i st Kun: rsou s dui ii zuu ennr. rsou s du ii zuiz mi i eK mausmes, inc, we let UU3t33Z ZU73 ra8e i ID:ohL5sP8lUgoyLAGx_Y9P?WzchlQ-k?vVOIG—L32lLxsoZnZVMK 6sd70kbotvWj619y)nU5 -1-3.10 6-0-0 Z-4-10 1-3-10 6-0-0 1-4.10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.07 2-5 >956 360 MT20 185/148 TCDL 8.0 Lumberincrease 1.15 BC 0.31 Vert(TL) -0.15 2-5 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 19lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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. 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=18310-1-8 (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; 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) 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 Miteki 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 I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Scale=1:36.7 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. 30 60 4-0-0 A2 3) (7) a a --------___ �.' 7/12 LUS26 � I �• GRD 7/12 8/12 •�'�,, 8/12 8/12 � Q Q i � I 6/12 8/12 5/12 8/12 8/12 / i . I D- - u" uY Y � a K61 ;r JK63 — C2 JK65 i N� 1 I JK66 o JK67 JK66 ) J2(5 �� J 2 JK6 D1 TJ2 JK6 D 60 B 3 K61 cm 4W w E (6) �iP C STOMER: SOUNDBUILT NW JOB DESCR. BID SUBMITTAL PLAN: SALESREP 66D 10-6-0 ,4.� ,DAD 2853-A 3-CAR MP theTaussco. REUISICN i9-0.0 SCALE: DATE: DMWN BY: I E: a BUILDING SUPPLY INC. N.T.S. 08-26-13 RD SB 5922B City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 24, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0124 FOSTER LANE - LOT 3 - 14416 44 LN S Dear MEGAN PARSONS, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Provide benchmark elevation markers for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 2. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 3. Revise labeled elevations to be identified as North, East, South and West. 4. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 5. Please provide a Geotechnical soils analysis report of the site by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) A Transportation Impact Fee applies to this Building Permit (see PW Bulletin A-3 enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2) Lot 3 of Foster Short Plat requires the site/utility plan be prepared by a licensed professional engineer. Site plan shall be the same size as the remaining house plans. The 8.5" x 11" submitted site plan prepared by Soundbuilt Homes, Inc. doesn't match the plat design and doesn't address the required storm drainage system. 3) Applicant shall contact plat engineer of record, Mr. Han Phan, P.E., phone 206 229-6422 and have him prepare the site/utility plan. 4) Site plan shall include temporary erosion/sediment control measures, existing and proposed contours, fire hydrant, water meter location, sewer, gas/power/telecom service to the house, on site storm drainage system including roof downspouts and foundation drains connection, driveway with drainage flow arrows across, driveway spot elevations and house FF elevation. 5) Permit fee estimate sheet lists 155.85 cu yds of total excavation volume and 17.83 cu yds of total fill. Please verify the yardage and list it on the site plan. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0124 6300 Southcenter Boulevard Suite #100 • Tukwila Washineton 98188 • Phone 206-431-3670 • Fax 206-431-3665 ?ERflfllT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0124 DATE: 08/11/15 PROJECT NAME: FOSTER LANE - LOT 3 SITE ADDRESS: 14416 44TH LANE S Original Plan Submittal X Response to Correction Letter # I Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Pr?f- AA IN Building Division 5 Fire Prevention ❑ Planning Division ❑ Public Works N Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 08/13/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/10/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ije: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0124 DATE: 06/03/15 PROJECT NAME: FOSTER LANE - LOT 3 SITE ADDRESS: 14416 44 LANE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Fire Prevention Planning Division ASS COA - Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/09/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/07/15 Approved ❑ Approved with Conditions ❑ Corrections Required ]�J— Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REEVIEWER'S INITIALS: DATE: Permit Center Use Only _ CORRECTION LETTER MAILED: ✓��` �� Departments issued corrections: Bldg � Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 08/06/2015 Plan Check/Permit Number: D15-0124 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 3 Project Address: 14416 44th Lane S Contact Person: Megan Parsons - Soundbuilt Homes Phone Number: (253) 256-8748 Summary of Revision: Addressed correction letter comments as follows: Building #1 - updated page 2 to show FFE; #2 updated site plan to show footing and roof drains with details; #3 revised elevation direction text on page 1; #4 updated combustion air opening on page 4; #5 provided 4 copies of Geotech report. Public Works #1 no correction needed, fee statement; #2 provided 4 copies of site plans drafted by engineer of record Han Phan; #3 provided 4 copies of site plans drafted by engineer of record Han Phan to address utility stub locations; #4 Called out all requested items on list on new site plans; #5 included excavation fill on new site plan. Copies Provided: 4 - Page 1 - Elevation 4 - Page 2 - Floor Plan 4 - Page 4 - Roof Framing 4 - Site/TESC plans Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date orevision Received at the City of Tukwila Permit Center by:ik'', &/ 1 ❑ Entered in Permits Plus on RECEIVIM CITY OF Tt kWU PERA41T CENTS+ H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal.doc Revised: May 2011 SOUNDBUILT NORTHWEST LLC Page 1 of 2 Home Inicio en Espanol Contact. Safety Washington State Department of Labor & Industries SOUNDBUILT NORTHWEST LLC Search L&I I A-% Iudex Help My Secure IA-1 Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 73790 PUYALLUP, WA Principals 253-848-0820 RACCA, GARY, PARTNER/MEMBER PIERCE County Doing business as SOUNDBUILT NORTHWEST LLC WA UBI No. Business type 602 883 361 Limited Liability Company Governing persons GARY JAY RACCA HOLDING RACCA CAPITAL; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. .......................................................................... Meets current requirements. License specialties GENERAL License no. SOUNDNL911CL Effective — expiration 02/13/2009— 02/13/2017 Bond ...............- Lexon Ins Co $12,000.00 Bond account no. 9818263 Received by L&I Effective date 11/21/2014 07/23/2012 Expiration date Until Canceled Insurance .................I............. Wesco Insurance Co $2,000,000.00 Policy no. WPP1019128-04 Received by L&I Effective date 09/2612014 09/27/2014 Expiration date 09/2712016 Insurance history .Sa.vings ............. Savings history Lawsuits against the bond or savings Cause no. Closed/Satisfied ....................... .......................... https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602883361&LIC=SOUNDNL91ICL&SAW= 09/01/2015 0 T J 0 z 0 J 3r z Q J a- J_ w i E (L 01 C m 0 J 0 0 / 0 0 Q U 0 a- 0 s U) 0 i 0 0 0 0 J C 0 a_ C O E 0_ r- N 0 N N !. o REFERENCE SHEET 4" PVC DOWNSPOUT DRAIN LINE SHEET NO. Z ' FINISH GRADE 1 OF FOUNDATION : or EX. FIRE HYD�ANT �' °'A. SHEETS f` - HORIZONTAL GRAPHIC SCALE Ce) BACKFILL ' f e1 inch = 10 ft. f` .::.PROVIDE 12 MIN COVERAGE O . •OF DRAIN �/` / / / � '.•• .-AIN WITH CLEAN 1 1/2" - 3/4" —� `� �✓ �` ` WASHED 'ROCK � CONSTRUCTION NOTES ci i �,/: Wi JN\ '��:` CONSTRUCT 2'W x 18'L x 2'D GRAVEL STRIP PER DETAIL 2. ,` ; ,. I <_ ( ) �. � �:._�_:;.��:v .FILTER FABRIC i'-- ✓ . i 1 1 1 '(MIR'AFI 10OX OR EQUIVALENT) 00 I ,t W LOT 1 �� LOT 2:.�" Q CONSTRUCT (21 W x 101 x D) PERFORATED TIGHTLINE STUB OUT (17,453 SQ. FT.) � (6,903 SQ. FT.) ` PER DETAIL 1 FOR ROOF AND FOOTING DRAIN. EE i M fla ?r 00 3 INSTALL 46 LF 1Y WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. % ' :: `".:.' <<' %' .:'`.,; ^3 ,; J"{hY` ' _ O � SITE BLENCH MARK O 2 ,i ; � � : :.; . ,.,..�, � � �• . W TUKWILA FIRE DEPARTMENT MIGHT REQUIRES AN ADDITION LINE. ' '� �� L _ Z \ SEWER MANHOLE . EL=30,5.58 0 4 UTILITY TRENCH POWER COMMUNICATIONS). i 0 ( & V _ W 'EX. 6" SEWER STUB O INSTALL 90 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT NOTES: 5 AS REQUIRED. 4 PERFORATED PVC FOOTING DRAIN LINE W (_ J GRADE BREAK — ! ?Cy o DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS �7.34:• ! LINE � ©INSTALL 12 LF 4 SOLID PVC ROOF DRAIN COLLECTOR @ 1.00%MIN. O d' ` t�:.—•••:::i EX. 8" STORM I S87°51'43"E 82.30' ° AND OTHER FITTINGS AS NEEDED. W O7 INSTALL 14 LF 411 SOLID PVC FOOTING DRAIN COLLECTOR @ 1.00 /o MIN. _...... —. _.. _. DRAIN -!- °;• . .e: .38.4' . D:. 62.30' d- �-- 4'1 f ...... ...�......_......_�; _......_ ..—......— ` _..... I. .. ®INSTALL AREA DRAIN OR YARD DRAIN. DRAINAGE DETAIL SECTION A —A _.......-...;.._1 ? 'D ._ , r \..\ E �rj ( .. a .• . e _........ _......... ..._........ _...... L' ' �...I I o ° I D . D . o i' RIM=306.50, IE (E)=304.50, IE (S)=304.60, IE (N)=304.40 SCALE NONE � �- 1 *... �......_......—......_......�3?:...— ..... . ?....._........f Den�i/0. o/ a p ° TR CT A 2 .... ' ' I' : ' e� O INSTALL 2 F 4" SOLID P M D PE TO D ! — _ 9 — D. 9 L VC STORM RAIN (SLOPE RAIN). i PVT. ACCE' S & UTILITIEtS �51 0 oD + os N, '' 13 11 _ ° e ' — — ir; --•••- �, F; ..... _ i G' O /, I . ° n ." a 1 O 10 INSTALL 38 LF 4" SOLID PVC STORM DRAIN SLOPE TO DRAIN). Z f l �............_........... �Y ZD tAi r p� De I D. a !�O ( ) ME COPY A, N . r j 4Y ...... �� _........ ..f.._D ', n• -LD � � �' e'' � t ! �•Z.�:Lai..l l.`1 Ca.-•,`�i '"i D e• • ° n D D e D /�O JOV- is-J-,r- 11 INSTALL 1" WATER METER ON EXISTING METER BOX BY WATER DISTRICT #125 . _ a ._..... ( i CDR FfDR Permit 3 l......_......._...l..._....... T ....... T ...... _......._....... _ ! p. e P I' FP[SR' Qja tl � — — — "— "'— """' ....... .....' —••- ° D N. 1 CONSTRUCT 94 LF OF KEYSTONE CENTURY BLOCK WALL (8 X 11 X 12) OR EQUIVALENT. INSTALL ........ ...D. I: p c r 11 11 11 .p D °'.2o e��c , °; PER MANUFACTURER'S SPECIFICATIONS NOT TO EXCEED 4 FEET HIGH. Pian review approval is Subject to errors and omissions. ....... { .... op......._........._ _......._ ......_........_....... ......._. e3 authorize i ... .4 . D .. e D •D _ _ _ _ _ ......... ° .D ° ° D INSTALL 50 LF 4 SOLID PVC FOOTING DRAIN @ O TO DRAIN Approval �� construction documents do net tUri � F wAsA . O u - L PE C _.... - _ _ ....._ _..... ..... t o --- _ _ _ _ -_ - tits violation of any adopted code or ordinance. Receipt e D .`V Q GARAGE=307.00 I 12 �ViSflAt3 ' of approved Field Cagy and conditions is acknaw�edged: ` � 11 ' - : �_�o LEGEN® C shall b6 rnetdo to Ow wope G1 I4015 i — H o EX. 8 SEWER MAIN it (L_ J D I I t!} WOrlt Without errortp rove{ O# Y 42ai5 ,� z o �I , Tukvrita Building piWsion -; Y W M 11; PORCH , PROPERTY LINE i''10TZ: a r , Date: �'p2 ��'CI STER�� Revision will require a ne d plan submittal 4281 ,�.. -� 0 10.4 I ,l ," ; ; cnd may in, ude additional Van i ge 4� ONAL Q W W C.� , 650 _..._ __. ,._ A rOV 1fC.a j i 3' Co t=% ` i o`3� �,,.. e i ; B.S.B:L City of Tllk'wi> h II BUILDING DIVISION '1 p W o Ek 8" WATER MAIN I II FG o Ito}}. ; I , — — RIGHT OF WAY LINE (r in EX. POWER & II W i i i — — RIGHT OF WAY CENTERLINE WRAP WASHED ROCK ENTIRELY o a r I COMMUNICATION 10 o �I I� WITH FILTER FABRIC ," ' U 1 CONDUIT:; _---- ' 1 8 — — — — — — ADJACENT PROPERTY LINE L ! Y r10 I _------_1 6 ih NATIVE FILL EXISTING GROUND Z. f CONNECT TO EX. 6" I� PROPOSED SINGLE I� I -- ROOF OVERHANG LINE W — — — — — — — — — — — — — — — — ► Q1 DRAINAGE STUB FAMILY RESIDENCE I1 _ 1 t II FFE=308.25 1 ii N �' > .,.; 4" CONCRETE PAVEMENT 9 SEPARt� � C PERMIT Ll) i �' 4" RIGID PERFORATED PVC PIPE N R—QUIRED FOR. ; N 10 it 3p6•°�� LOT 3 ^ i II LAID LEVEL (TYP) v � d. o it C�' (7,597 SQ. FT.) I I o PROPOSED RESIDENCE , : Y - r, ,Y, E -+ /mil}. lJY •. -.a ,Y,... 5 /o , F I� o z ;<;r. x {, °i s, .MechuniCal '`'i;'�'Y' ?f`'f; WASHED ROCK 3/4" - 1 1/2" ,iEle^triCAt cn i II 5.0' [ _ _ — ] PROPOSED INFILTRATION TRENCH < `£�' r f ,WPIumbin o LOT 4 W I I ___ N a Y; I i N 6 i I r a,; f, { Y, 5� 0 o F- 2 I b 4 PERF. FOOTING DRAIN ';;``, s r j Gas Piping � a - ( Q •) i coo I J �, Ir1 (n i— i N J S OPE TO DRAIN y r '; ' X , ; ` : 0"4 C•I T ukwila 1 i:' IVISI0 W In --11 �e—. i WAN C Z Z Z Z r j I it i A- � COVERED D p ; PARCEL NUMBER W N Q Q a� 8 o PATIO D , I 24 P� H. �j� N a 0- a 00400003$2 of w 9_ I Cn t 7--------------------�------------J TRENCH X—SECTION `n 0 GENERAL NOTES: NTS 0 Sob 1. 1. CONTRACTOR SHALL FIELD VERIFY ALL crsr�9� o f DOWNSPOUT �� O GRADES PRIOR TO CONSTRUCTION. sjoNAL �� m m >' 6 m ' (P) 2. KEEP INFILTRATION TRENCH 5' MIN. FROM EXPIRES: w m z ' �0 PROPERTY AND 15' MIN. FROM HOUSE'S (C 0 z FOUNDATION. a) w o LU CORRECTOR • I 006'�°O 3. GRADE AROUND THE HOUSE WITH 5% SLOPE � EVE ED FOR is I AND 10 FEET WIDE AWAY FROM THE , C DE O P IAN E i, FOUNDATION. PROPOSED HOUSE A PIS. V D ' io ese� I CONNECT TO LOT zo AU 2 2 1 ROOF DRAIN STUB 2.0' GRAVEL STRIP I I a I Cit of uk ila 0 _..... _...._. 66.00' 'u) BUILD NG DIVISION 62.26' _._, Fit _..................._ ss87°S1F-'4Y!E....._._....... ,.76, �eer�..._reviewed by the Public SLOPE TRENCH _. _ ......_. t L _....... _ ...... _ . ctgrez� Works Departmei t' for conTormati� :4.. .1,.:.. ......._ — — — _ 2' X 10' LEVEL o U = T I-; I W ITH 4" RIGID PERFORATED `n City standards. A ceptance is subject to errors and omissions which do not authorize violations of %`� �:%> % % - *J`t PVC PIPE W AUG Q Zoe 14 adopted standards for ordinances. The responsibility PERMIJ CNTR for the adequacy • pf the design rests totally with the' ; (;. i N designer. Addition., deletions or revisions to these °''' PLAN VIE OF ROOF CATCH BASIN OR AREA DRAIN +? r�Y drawings after thisdate will void this acceptance 4" CONCRETE '< < ' and will require a resubmittal of revised drawings DRIVEWAY NTS WITH SOLID LID for subsequent ap roval. _ WASHED ROCK 3/4" - 1 Y" ROOF / FOOTING Final acceptance is Subject to field inspection by PERFORATED TIGHTLINE STUB OUT DETAIL the Public Worksl utilities inspector. Date: By: GRAVEL STRIP DETAIL _ SCALE: NONE 1 i ; SCALE: NONE 2 1 i ' f 1 LOT 1 j (17,453 SQ. FT.) 7 .._......... ....... �.. TRACT "A' PVT. ACCESS & UTIL W 0 J 4i 0 Z 0 J z Q J C� W f— E n rn c m 0 J !n c 0 0 / 0 0 Q U 0 n L O Cn L In O i 0 0 d- M 0 rr Cn c 0 J 0 0 1 06 Z W • 0 o O, f, ,J , t r t i ;l 1 COVER WITH PLASTIC PER DETAIL THIS SHEET I INSTALL SILT FENCE PER DETAIL THIS SHEET 4*9942110 PROPERTY LINE — — RIGHT OF WAY LINE — — RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE ------------------ ROOF OVERHANG LINE i[IIIli►T TIRES, SANDBAGS, OR EQUIVALENT I MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST — — OVERLAP A MINIMUM OF 12" AND .::::::_:::::.:.. BE WEIGHTED OR TAPED PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT // K=/-S' MIN.'' IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS •l hese plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adcquac� • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By to V C1--7 VARIES 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES' AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2"X2"X14GA. WIRE OREQU IF STANDARD STRENGTH FAB ..:_................... FIL FT _----____„_______-_ u u I 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT Z_ N r L C L d BACKFILL TFiF-i14%.n vvi i n NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL REFERENCE SHEET SHEET NO. 2 EC1 OF 2 SHEETS M H 0 J J a. Q 00 W -r- 0 o�� 0 LL a a w=Q � J Z o m CO � W 0 L C 49 �{� U c t � r CM C W 1 0 : C ,aa Z ' N —'00 N r iv 0 N 0 (n U l,0 ANrfo .M-I Nv J Ln v) I- LU Ln O L cV Q Q Q< � 00 = = a � O 0 z m m m O O p m 0LU Z AP VE UG�R5� 2015 • `�1�Jl�S1li:L�!1l�Ll�C, 0) R•-CC3VE -- o C11 Y C F T "% I L Z U) AU - 0 6 2015 w AMMMWIM" 111111 DEMON BUILDING CODE: 2012 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (iRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 F'SF (SNOW) ROOF DEAD LOAD ■ 15 PSF FLOOR LIVE LOAD ■ 40 POP FLOOR DEAD LOAD ■ 15 PSF WIND LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. 11 TYPE: V OCCUPANCY GROUP: R-3 GROUND SNOW WiND SPEED SEISMIC DESIGN SUBJECT TO DAMAGE FROM WiNTER DESIGN ICE SHIELD LAYMENT UNDER - FLOOD HAZARDS AIR F E MEAN � LOAD CA WEATHERINGH TERMITE DECAY TEMF: REQUIRED INDEX 25 25 (iw Dl/D2 MOD i8 SLIGHT- MOD SLIGHT 1� NO LOCAL 50 50 JURISDICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) filix WM GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRENGTH (re) AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MODERATE WEATHERING POTENTIAL BASEMENT WALLAFOUNDATION 4 OTHER CONCRETE NOT EXPOSED 2AW psi TO Ut1 BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE 2,500 pal FLOOR SLAB. BASEMENT WALL$, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER 2,500 psi (4 I/2% air entrained +/- 1 1/2%) VERTICAL CONCRETE WOW EXPOSED TO THE WEATHER PORGIES, CARPORT SLABS 4 STEPS EXPOSED 3OW pat (4 in% at entrained +/- 11/2%) TO THE WEATHER 4 GARAGE FLOOR SLAB. CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BT BUILDINGS OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. U.N.O. (SEE STRUCTURAL) M&MMI BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'X3'X3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT V-0' O.C. UND. WITH MIN. -I" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC R311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 16' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R406J TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/0' PORTLAND CEMENT PARSING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE.DAMPPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2.3 POU,iNDS PER SQ. YO. OF ACRYLIC MODIFIED CEMENT 3. t1a' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 88-1 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING IN SEC. R4062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PA IGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. WATERPROOFING R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. 2-PLY HOT MOPPED PELT 2.55 POUND ROOP ROLLING 3. 6-MIL POLYVINYL CHLORIDE 4.6-MIL POLYETHYLENE S. 40-MIL POLYMER -MODIFIED ASPHALT 6. 60-MIL FLEXIBLE POLYMER CEMENT 1. 1's' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONE AND ESTERS SHALL NOT BE USED FOR iCF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PAR31NGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44S. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. WHEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEiLING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED iN FLOOR/CEILING ,ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.12 FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS, 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302: i (142' GWB) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. S. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.1S. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED At THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302ALI LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENJERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023B MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R1023A THICKNESS OF GYPSUM BOARD APPLICATION ORIENTATION OF WP81JM MAXI(-AJM SPACING OF FRAMMG MAXI1MtM 8PACMG OF FASTENERS (INCHES) SIZE Op NAIL tCAtIGN S MC (HE8) BOARD TO Fiv41MMG BERM (INCHES OZ.)w/o NAILS acWmIve SCREWS Ma/sE 13 GI-3/8' LO 18/64' HEAD ID98' DIA 1-1/4' LOWs CEILMG EITHER DIRECTION 16 1 12 3d COOLE L0AW6' DIA 141W LONG B/64' HEAD OR GYP" BOARD CEILING PERPETIDICULAR 24 -1 (WILL EITHER DIRECTION 24 8 12 �. AIL f8MW DIA. 1-5/8' LONG WALL EITHEDIRECTION R 16 8 I6 CEILING EITHER DIRECTION 16 1 t2 13 GACsE I-ble, LONG 18/64' HEAD,0~ DIA 1-3/8' LONG CEILING PV�101CULAR 24 1 t2 U14LL EITHER DIRECTION 24 S 12 6/8 ANNULAR-RMGED 6d COOLER NAIL 0OWN DIA 1-1/8' LONG 1/4' HEAD OR GYPBttM BOARD WALL EITHER DIRECTION 16 8 16 NAILlb, DIA 1-1/8, LONG 15/bh' IgAD FASTENERS ALL NAILS SPECIFIED ON THiS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG)10d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), l6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), rod COOLER (OAM' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: 2X4 WOOD TYPE: HF 02 - Fb-915 pat, FV-150 pat, Fc01300 pat, E■1300000pal DO OR LARGER HF M2 - F010915 pat, FV0150 psi, Fo01300 pat, E-1300000psi Sm 4X DF-L *2 - Fb-WO pal, Pv■180 pal, Fc■l350 psi, E-1600000pa1 6X OR LARGER DF-L 01 - Fb-815 pat, Fv■110 pat, Fc■600 pal, E■1300000pat a m$ 2X4 HF +2 - F0-915 pal, Fv-150 pat, Fr.-1300 pal, E-1300000pa1 2X6 OR LARGER HF 02 - Fb■c315 pal, Fv■150 psi, Fc-1300 pat, EmI300000pat POSTS 4X4 HF 02 - P00915 pal, FV0150 pat, Fo01300 pat, E■1300000pat 4X6 OR LARGER W •2 - Fb■SJS pat, FV■150 pat, FOE1300 pal, E■1300000pat 6X6 OR LARGER DF-L 01 - PosI200 pal, Fv■110 psi, Fb■1000 pet, E■1600000pei GLUED -LAMINATED BEAM SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb ■ 2AM PSI, Fv ■ 165 PSI, Fo ■ 650 PSi (PERPENDICULAR), E - 1,800AW0 PSI. ENGINEERED WOOD BEAMS AND [-JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb - 2,WO PSI, Fv - 2W PSI, Fc = 150 PSI (PERPENDICULAR), E = 2A00)O00 PSi. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2,600 PSI, Fv - 285 PSI, Fc ■ '150 PSI (PERPENDICULAR), E ■ 1,900,000 PSi, BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Pb ■ 1,100 PSI, Fv. ■ 400 PSI, Fc - 680 PSI (PERPENDICULAR), E ■ 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS, FLOOR LIVE LOAD MAXIMUM - L/480, FLOOR TOTAL LOAD MAXIMUM ■ L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS, NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WiTH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/I6' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' O.C. a PANEL EDGES AND 12' 0jC. IN FIELD U.N.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. a PANEL EDGES AND 12' O.G. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. '1. AT BUILT-IN GUTTERS. . WH2 WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPNGS SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENINGS. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE OBTAINED BY THE NORMAL OPERATION OF THE EMER SENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 51 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW 18 LOCATED MORE THAN 12' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED PER IRC R3212.1. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R308.4 I. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 SP. AND LESS THAN 16' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR S. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. MULMIM An GENERAL MAINTAIN P CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAPPLES t0 EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION IN16ULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -Fit UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRO R316. 3. SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHER3TRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILINGS SPACES AND AT EXTERIOR WALLS. GRCU,IND COVER OF 6 MIL (0.0069 BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE .OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R402.4.12, AND AiR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU IRS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R40322 HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED AS DUCTS PER R40323 WSEC BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. R402AJ2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING: ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. R4013. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A BLOWER DOOR PRESSURE SHALL BE 02 INCHES Wj3. 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS L12 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWINGS THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PiPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1'2 OF AN INCH IN THE LEAST DIMENSION. WSEC SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION PER SEC R303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLU.IMiNATI- THE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. FOR INTERIOR STAIRS THE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED At THE CENTER OF TREADS AND LANr7'N1Cs8,,. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LiGHT SOURCE LOCAED iN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE BOTTOM LANDINGS OF THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LIGHT SOURCE IS NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE IS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ,ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS iN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE iS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 81'b INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR SEARING PARTITIONS DRILLED OVER 40 S AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.60U AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ,ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0j54 INCH THICK (131mm) (16 ga) AND 1/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602A.1. EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT iS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a fooling inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1129 or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. CODE COMP I APPRO�E[ AUG 2 5 �01 City Of T BUILDING I ,4LL GLAZING TO IBE IN COMPLIANCE WITH THE 2012 W,4SHiNGTON STATE ENERGY COPE. Z S 'n C- a z 00 ®® 030 9; E rA o0 y e`3 04=1 3 � a �t = `�'' 1 1�1 to ,o 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes au ere the home is to be co strutted. Purchaser should have as reviewed by a lic- ed builder and struct- 1 engineer for compli- :e to specific site con- 4. These plans should not, r II b altered by other than a q alified designer, archi- U� Ne t, or structural engineer. i Plan No: � 4 L2.2853.3R Date: 4-24-15 Ns s TILATION CALCULATIONS 4 REQUIREMENT-5 AT LEAST 40% 4 NOT MORE THAN W% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1/a' MIN. 4 1/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 11 SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A PONT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) OF VENTILATION REQUIRED (103 SQ INCHES) ® AF50 ROOF VENTS. (50 4 N. PER VENT) UPPER VENTS = 352 Sq. In. (8 AF50 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER LOWER VENTS ■ 352 Sq. In. 'BIRD HOLES' PER EAVE BLOCK. 11 EAVE VENTS x 5' PER BLOCK ■ 55 Sq. In. (4)-2 1/8' DIA HOLES = 1416 Sq. h w/O MESH 6 AF50 VENTS x 50' PER VENT ■ 300 Sq. In. NFA w/ MESH ■ 12' Sq. In. PER LOCK LOWER ROOF - GARAGE: (,AREA 2) Iwo ou 1-I Lr Al I ILO A1q=W' = -Wo ou N. NOTE: UPPER ROOF VENTING PROVIDED BY OF VENTILATION REQUIRED (52 Sa INCHES) COR-A-VENT ROOF-2-WALL VENT EAVE VENTS = 26 Sq. In. (85 SQ IN. PER LINEAL FTJ 6 EAVE VENTS x 5' PER BLOCK = 30 Sq. In. UPPER VENTS = 26 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ. IN. X 2 LF(TRUSS BAY)= 11 SQ IN. PER TRUSS BAY 26 SQ IN. REQUIRED/ 11 SQ No 15 (2 BAYS) 1✓ W 1 1. V1 nI I IV I•'11V..r'Y./>VL- .-- _ 1 1. OF VENTILATION REQUIRED (36 SQ INCHES) UPPER VENTS ■ 18 Sq. In. (1 AF50 VENT) LOWER VENTS = 18 Sq. In. 4 EAVE VENTS x 5' PER BLOCK ■ 20 Sq. In. VENTIL ION I NT_ F��- 414� 1�,,.,, _ �:.,,�U dT E. E t 5 COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 5B Sa IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT V WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) 30-0' (5 1!FAMF VENTS) isl�l!iJ HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A Pit. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES At LEAST IS' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfm 13. LAUNDRIES: 50 cfm C. WATER CLOSETS: 50 cfm D. KITCHENS= 100 cfm EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND At LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. IUTILITY ROOM NOTES/MAKE UP AIR 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED N THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. E D ■ 100 SO INCH TRANSFER GRILL PER IRC G2439A (6145) �_ �, _ !12 y �7 ►. �,-'i, . ►.� 1� m4s 1 1 A4 r, =1.��.�%.; � 1�w� moo, �J.� :� � � ■ �Ip► ��'�1-�. '�t� � (''r1 _�M VENTILATIONAS AMENDED 15Y WA * INTEGRATED WHOLE HOUSE COMPLY i/ 4o62. M150732 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. 1-1150133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR At A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150-133(1) MISO-13BJ INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, AT A POINT WITHIN 4 FEET UPSTREAM OF THE AIR HANDLER. 714E OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION 1'115013.2. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M1501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M15013.53 OUTDOOR AIR INLETS INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE It WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FEET FROM A VENT OPENING: OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M150-133 MECHANICAL VENTILATION RATE. THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE 1-11501330U EXCEPTION: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE MI50133(I) MULTIPLIED BY THE FACTOR T E RMINIEW ,4COR1�" CE Wlt B E Mt :1WbLE t��l - -- - DWELLING UNIT FLOOR AREA(SPJ NUMBER OF BEDROOMS 0-1 2-3 4-5 6-'1 >'1 AIRFLOW IN CFM <I AOO 30 45 60 75 SO 11501-3,000 45 60 '15 90 105 3001-4,500 60 15 90 105 120 4,501-6,000 i5 W 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 RUN-TIMr=% IN EAC 4-14OUR SEGMENT 25% 339e 50% 66:1; '15510 100% FACTOR 4 3 2 1B 13 1.0 SEC. M15011 *ENERGY CREDIT:_5b-EFFICIANT WATER HEATING IB CREDITS AS REQUIR_rD -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 0h2 IN PLACE OF HWH. -NAT. GAS FURNACE CAN BE W% EF:R REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER O S � v �O 3 con e 2 0� + V� N 00 M z ;® p 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Can No: L2-2853-3R Date: 4-24-15 WEATHER RESISTANT SHE4THIN6 OR R HSUBSTRATE FINISH SIDING GSM TRIM FL4SHIN6 WITH 5" MIN. VERTICAL LE6 IORIZONTA L WOOD TRIM 1/411= 1'-O„ EAST ELEVATION v411=r-o11 12 12 2x6 EXTERIOR WALL '1/16' PLY OR OSB —� SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS — SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP i/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN I •.. I ♦ _, 5/4x& BAND BD. W/ FLA SHIN& GABLE END DECO BRACE COMP ROOF SOARD 6 MATT SIDING 5/4x& BAND BD. Al FLASHIN6 5/4xS BARGE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , DOOR 4 CORNER TRIM ® FRONT 5/4x4 CORNER SO'S CEDAR SHAKE SIDING 6" EXP. HORIZ. SIDING 5/4x10 BAND W/ FL ASHIN6 CONT. GUTTER STONE VENEER (ADHERED) F.F. SO5.25' '. COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED WEST ELEVATION va•=r-o• NORTH ELEVATION - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. - SDC DI 4 D2 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER. - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC DI 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEPHOLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER. - AIR SPACE MINIMUM 1 INCH - MAXIMUM 4 1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R'103.71 ROOF DRIP EDGES PER SEC. R90520.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP .................... HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET s ♦ TYP PER SIDE SITE REQUIR z !" �� H °� owl 02- ••• o 00 M ® o� COARECTOff L7R# I CITY OF 'fUKWILA AUG 0 6 2015 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, I Plan No: L2-2853-3R Date: 5-5-15 4' HIGH 4 A MIN. 1/2' PER SEC. R3 t u� _t N ET 30'-0' ' 14'-9' 6'-0Lo 6/Ox /O XO Ot- 4/Ox4/ XO EGRESS SG ReS 6' SLIDE -IN S TUB I W.I.G. EF. 8' CLG. MSTR. 5ATH ► 8' cL�. I a MAST =Ft $EiiR00M 8 CLG. 1110 10 \:. 5' TUB W/ cn �, EF. I I \' SHWR 5® W m TIL �- EF. - 01 r 50 © Y.T. O � I D I\ Q _ � _j ' I 5ATH CLG. ©6, 3� N0 m O ,\ SWK00M 2 . I I ° C 2X6 WALL LINN N A 110V ARCH - - - m O S.O. 6 STOR. ® CLOSET 0 16 R m LOFT' OPEN TO BELOIla W I I n SD ff UP A O • 14 R \ . \�, � N N SHELF ---_t Q LINEN ------_ N \ N ® 11OV ax2 O FX Q 110V B.P. S.D. I 5WROOM 3 8 c G. Br=DR%OM 4 VAULT D CLG. N �\ � EGRESS 4/0x4/0 XO \ I \\\ 14 lei UFOER f=L00R PLAN 1/4"=1'-0" I in ih m t t t �4 t <t LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1B INCHES FROM TOP OF THRESHOLD. (R3113.1) 41-21' 4'-0' 4'-0' V-3i' T V-6' OPTI METAL. AL FIREPLACE GOYS PORCH ii n INSt L PER MFR ' CONC 01. SPECS. PROVIDE SQ. IR OUTSIDE AI D.Y. "o i/&XD/ FX 5/0x5 0 XO 216110 FX I SUIL1t'-1N ,I ,I 6R AT ROOM 9' CLG. METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR D.Y. I \ OPT. BUILT-IN XOX MINIMS ROOM 9' CLG. d 19 z d ut DWI BEN G. - x SINK W/ MICRO ABOVE i00 CF 0 ER 13' 11' 3'-0�1' 8'-3' ! •¢'-O' O ' ® F -� PNTR. ARCH - - - ARCH L 2X Ell 13L�z2><41JALL� C N A iD A L 4'1- --- -- .t up \ /� j- 2X6 R€D 16 R V ® tt O I N 312 >62 \ I m PER V2 LGf/A X 42' GUARD RAiL - •�\��� 0 �, PER LR G. TYP. J NICHE W/ PAI \� ASV �- EN I w ib �?;. ARCH \�V9' CLG it 11OV ENTRY �I 13 - �' I O �� ��� OPEN t0 tQ QI Ix�� a ` SD \\ \ r `�`�t1 MIl ABOVE N,����` ® I, �,A����:� I LAN ING L 9 CLG. INE IN SOLID CORE iSELF CLOSING i�OWOOD,STEEL DOOR WALL MOUNTED I ��, � cq 20 MIN. OR N 11TN WI�RL-91 N. GAS ERSYSTEM (ENERGY FACTOR-0.62) OUTDOOR COMBUSTION AIR - �\ SHALL BE �PROVIDED PER IRC , GOYEI3? I G2401b. PROVIDE 0 PORGH �j Pam. (' ONE VERTICAL NC• .4 PERMANENT .�. 1211 EF OPENING. Q . W 0 5'-6' - -'-3' 2'-3' ,;:;<_ 16/0 x 8/0 O.H. DOOR 16 3 RO. °.J'-6' MAINF2LOORFLAN 5'-6' 6R6 AAE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON EILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB �4 o� NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON t0 HOUSE, MIN. 26 GAGE STEEL. I/411=11-Ou MAIN r-L.00R: 1065 50. IT. UFFr-R I'L.00 : 1522 SCE. FT. UFFER ATTIC: 468 50. r-T. TOTAL.: 2855 SCE. F-T. &ARA67E : Sal 1 50. IT. r-RONT FORG i-r SCE. f"4T. REAR FORGH: 10�1 SCE. IT. COPYRIGHT 2010 Landmark Design Ino. ALL RIGHTS MSERVED 9/0 x 4'-6' u4 N t7 t (P m DOOR 8'-3' R.O. I 0 t -0' BLUE 18 AWG TRACER WIP QUI D At NON - META WATER SERVICE PIPING PER UPC 604.9. WHOLE HOUSE VENTILATiON: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) t 150133(2) FOR FAN SIZING AND RUN TIMES GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2012 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM i2' ABOVE DRAIN. fo. SHOWER TO BE LIMITED TO MAXIMUM 2.5 G.P.M. FLOW. -1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8=> ;ALLGLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF _FLOOR" TO BE SAFETY GLASS B. SMOKE DETECTORS R314, TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING, AREA IN THE IMMEDIATE VICINITY or - THE BEDROOI''IS. ON EACH ADDITIONAL STORY OF DwiLLING, INCLUDING BASEMENTS AND �'�151_E ATTICS. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF -STH�EVC ALARMS IN THE INDIVIDUAL UNIT. W SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. .315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR : OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC t WA. STATE AMENDMENTS SEC R315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 MINIMUM R-3 INSULATION 12. ALL DUCTS < EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4032.1 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303B2. 14. GAS PIPING IS t0 BE PROTECTED PER G2415, 1. IN CONCEALED LOCATIONS, WHERE PIPING OTHER THAN BLACK OR GALVANIZED STEEL IS INSTALLED THROUGH HOLES OR NOTCHES IN WOOD STUDS, JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 1i/2 INCHES (38mm) FROM THE NEAREST EDGE or - THE MEMBER, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES. PROTECTIVE STEEL SHIELD PLATES HAVING A MINIMUM THICKNESS OF 0.05-15-INCH (IA63mm) (No. 16 GAGE) SHALL COVER THE AREA OF THE PIPE WHERE THE MEMBER IS NOTCHED OR BORED AND SHALL EXTEND A MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE PLATES, BELOW TOP PLATES AND TO EACH SiDE OF A STUD, JOIST OR RAFTER 15. ATTIC t CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRiPPED AND INSULATED t0 A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE, 4 WITH LABEL AFFIXED t0 CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. _o -, = 100 SQ INCH TRANSFER GRILL STAIRWAY ILLUMINATION PER SEC 3031 iRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WiTH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. REVIEWED FOR CODE COMPLIANCE APPROVED z Cta a � Az ko E� zA R' C1:IVED CI T Y OF -rUKWILA AUG 0 6 2015 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No:-�::] L2-2853-3R Date: 6X6 PT POST W ECCQ CAF A771C., FLOOR FR,4MING PLAN va^=r-a� :ONT. DBL. TOP PLATE i-10 RI61D INSULATION SHADED IOARREA) B OI° WALL �X 1-1EACM KING STUD EXTERIOR PLYA00P TRIMMER NTS LOTA30 - 14OR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) 6x6 P.T. POST ATOP CBQ BASE 4 3&'x36'x12' W/ r- 4-04 BARS E.W. 1 e L J_ J m L 4x4 P.T. PO, W/ PB BASE ON 24'x24'xi: 'd r-nor-c t� r 4' CONC. SLABOVER 4' COMPACT SAND AND GRAVEL BASE �■■ ii■■■■�■ PA lmq _ "��1 Ml- IL G2 ESIN VA C iWOLT C WI ILICIES 12. (12 3'- 4 �I 4'-6' 32 11 31431 0 N 14'-6' ■ 10 a—= i, 0 X T-3' 31_ '-3' 2 • U O I �sTyp� e .y 141- 2'-6' V '-6' 0 5LOCKOUT FOR IL N I DO © )k 42N42'x8' d 14 I ,CONCRETE PTG. / 5-*4 EA. WAY " m 10'-11' 0 4' CONC. SLAB Q OVER 4' COMPACT ' SAND AND GRAVEL BASE SLOPE _ I 3' TO DOORS L &x6 P.T. POST W/ CBQ BASE ON 42'x42'x12' CONCRETE FTG. W/ 5-+4 EA WAY r 15 r 4" r ip r ip imp EVI WED FOR CO'DE OMPLIANC AP ROVED AUG 2 5 2015 16'-3' �-4 8'-3' 1'-4 115 101-0' Tukwila 40'-0' l3Ul1L:bhk DIVISIOI ED 2. ALL HEADERS TO BE 4x8 DF n UNLESS NOTED 3. ALL BEAMS A SPLICES) ICE4x10 DFL*2 ON 4x4 S. PROVIDE CRAWL SPACE VENTILATION FCUN=�A71 O'j� I FIAN I�E�'jEl KOTHERWISE. POSTS 14x6 AT SPLICES) ON 24' DIA PER It?C. I �l DI�� D� �U�IL�' AD RS At E RIOR ALLS 4 �WALLS t0 x 8' CONE. PADS UNLESS NOTED • FOUNDATION VENTS SHALL BE PLACED SO THAT THE _ iN LAtED R-10 RGID INSU TION OTHERWISE. TOP OP THE VENT IS BELOW THE LOWER SURFACE OF THE I/4 - I -O JUN U 3 2015 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM 4. ALL POSTS TO BE ANCHORED AGAINST FLOOR INSULATION STHD EDCsE DISTANCE i-1/2' MIN LATERAL MOVEMENT. `1 INTERIOR GRADE OF CRAWL SPACE SHALL BE BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. PERMIT CENTER ' 5. SOLID BLOCK At ALL POINT LOADS SLOPED TO DRAIN AND INSURE THE REMOVAL 12' MMIMUM AWAY PROM HOLDOWNS 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY PROM ABOVE. OP WATER AT EACH AND At EACH SUPPORT BY SOLID BLOCKING 6. FLOOR JOISTS SHOULD BE SUPPORTED OR BY ANOTHER APPROVED METHOD. LATERALLY AT EACH END AND At 10. PREVENT WOOD TO CONC. CONTACT W/ VENTILATION 5. ® INDICATES POINT LOAD FROM ABOVE. EACH CONT. PLASHING OR APPROVED COPYRIGHT 2�d10 SUPPORT, BY SOLID BLOCKING MEMBRANE Landmark Design Inc. CRAWL SPACE VENTILATION 6, o MStC 40 STRAPS PER STRUCTURAL OR BY ANOTHER APPROVED METHOD. ALL RIGHTS RESERVED TOTAL NET FREE AREA 11. ® INDICATES 'SIMPSON' HOLDDOWN USE 3' x 3' x 1/4' REQ'D 1063/150 ■ Jim SQ. FT. UNLESS NOTED OTHERWISE GALVANIZED STEEL PROVIDE SCREENED VENTS 1. A REFER TO SHEAR WALL SCHED. 12. a SEE SHEARWALL SCHEDULE FOR SQUARE PLATE FOR VENTILATION _ Q ANC BOLT SIZE 4 SPACING. WASHERS BOLTS FOR ALL 11 VENTS ' Q' %mW `.a/ `woe I Jmo#' I i6m `We b/ I \ I I ®i% I ' I I I N `.e' I � /--N I X (T)lP OF 2) I/4u=I'—Oo FOUNDATION NOTES: 5'-6' FRAMING NOTES: 1. ALL FOOTINGS TO BEAR ON FIF4 1 UNDISTURBED 1. PROVIDE MINIMUM 18'-24' CRAWL SOIL. ACCESS. 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE • CRAWL ACCESS HATCHES OR DOORS SHALL GLUED AND NAILED W/ Sd NAILS 6 24' O.C. PRESSURE TREATED. BE WEATI-IERSTRIPPED AND INSULATED TO A LEVEL NAILED TOP 4130TTOM STAGGERED EA SIDE EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURPACES T1Z `./ M o`y'o � .T E � ® (1:4 00 z0 .M o M� y N 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi-, tect, or structural engineer. I Plan No: L2-2853-3 R Date: 4-24-15 VENTILATION CA)_CULATION5 4 REQUIREMENT5 AT LEAST 40% 4 NOT MOi;S THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOUT VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH Va' MIN. 4 I/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETUEEN INSULATION AND ROOF SHEATHING s VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WAIL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 412' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER t0 SHEET N-2 TABLE 15071330) 4 150133(2) FOR PAN SIZING AND RUN TIMES ROOF FRAMING NOTES: I. ALL HEADERS TO BE 48 DF n UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR W ALL8 4 WARM WALLS TO BE INSULATED W/ R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTUIERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x3O' PER IRC SEC W1.1 ACCESS HATCHES OR DOORS SHALL BE WEAtHERSTRiPPED AND INSULATED TO A LEVEI EQUIVALENT TO THE INSULATION ON THE SURROUND 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R806. ALL FRAMING TO COMPLY WITH IRC SECTION R802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHEf ROOF OVERHANG IS 5' OR CLOSER TO THE PROPERTY LINES n 2012 IRC, TABLE 302.0(I). -1, QA REFER TO SHEAR WALL SCHED. ROOF OVERFRAME NOTES: RC SEC RM3 1. RAPTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) APPLIANCE IN ATTIC NOTES: PER 2012 IRC 1h11305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE At LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL BE PROVIDED AT OR NEAR THE APPLIANCE. 3. PROVIDE 2X12 PLATFORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R4S INSULATION UNDER PLATPOR" f. (1 LAYER OF R-38 HIGH DENSITY (10 1/49 4 1 LAYER R-11 (3 1/2') 4. NO AIR CONDITIONING TO BE INSTALLED At ATTIC. 5. PROVIDEGALVANI ED MTL. DRAIN PAN WITH WET SWITCH. PROVIDCONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. ROOD FRAMING PLAN 1/4"=1'-O" s, '\x�,� \�J \k V\ •0 1.1 18'-S, ,,,, ��\;, A\\\\\ V-2' . _ ._ 8'-1' 1 1 _ 221/2'x36' a� \� CABINET iv FACE j SLOPED CEILING DOOR --`�^-------------------- j J c 1' tt N PLA"10ROOM 8' CLG. W OPT 5ATH EF. �HW / \ ro O 'ate' 36' WALL W/ WOOD GAP r-------------------------------- 22 1%'x36' SLOPED CEILING CABINET 1 FACE DOOR FOR COMBUSTION AIR - BE PROVIDED PER r a40'1.6. PROVIDE ONE CAL PEF " (ANENT NG. Ej 25'-11j' Km „ ON AWN 1. 17B6. TOP P6,4TE t-10 MI610 INSULATION EXTERIOR SIDE OP KA LL 3HAflED ,AREA) �X 14MADER KING STUD I!XTERIOR PLYJNOOD r r �9 X_ �Q N b' 61 d' cq �4 UFFER ATTIC ROOM f'21.00R FLAN NOTE- PASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila BUILDING DIVISION COPYRIGHT 2010 Landmark Design Inc. ALL RIGWTS RESERVED ING - BEARING OR EXTERIOR WALL NOTCH 2596, BORING 409.. - 6096 BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 4096, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. R : C; L'. i'! E D CITY OF TUKWILA AUG 0 6 2015 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. I Plan No: L2-2853-3R Date: 8-5-15 �I v UJ/ IN 3ro" ,AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2 x& FASCIA 50ARD -1/16" LP FLAME5LOCK FIRE - RATED 055 SHEATHING WATER 5ARRIER 2x& STUDS 's 1ro" O.C. UJ/ R-21 F15ERGL.A55 INS. EXTERIOR FACING 5/S" TYPE "X" GW5 ,APPLIED VERTICALLY ,AND NAILED TO STUDS W1 MIN, 1 VON DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED S' O.C. W ALL50 ARD JOINTS MUST BE COVERED UJ/ TAPE ,AND JOINT COMPOUND, ,AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. 51/2' THICK, NOMINAL 2.5 PCF DENSITY UNF,ACED MINERAL F15ER 5,ATT INSULATION, FRICTION INTERIOR FIT BETWEEN WOOD STUDS Iro" O r 2x& STUDS a 19' O.C. EXTERIOR 5/5" TYPE "X" GW5 APPLIED VERTICALLY SAND NAILED TO STUDS UJ/ MIN. 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED s" O.C. WALL80ARD JOINTS MUST 5E COVERED W1 TAPE ,AND JOINT COMPOUND, ,AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. DE51GN: INTERTEK LP5/W A &0-01 EAVES 4 WALL WITHIN 5' -0' OF PROPERTY LINE PER IRC 302 4 T45L E R302.1 FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN, ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. ATTIC VENTILATION MIN. -i/1ro' CATAGORY LP FLAME5LOCK UJ/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. F 1 5ER CEMENT 5O ARD 2. T-1-11 SIDING 3. WOOD STRAND OR F1eER PANEL 4. CEMENT I T I OU5 STUCCO 5. DIAMOND WALL INSULATING STUCCO (o. STEEL SIDING NO SCALE MIN. &X& PT POST 7/16' LP PLAMEBLOCK FIRE - RATED 055 6HE,4THING TYPE 'OX'' GYP SHT'G SIDING OR TRIM PER PLAN POST DETAIL FOR I-IANT� STRUCTURES FROM PROPERTY LINE W/ IN 3ro ,AF50 ROOF VENTS (50 SQ. IN. NET FREE ,AREA) SOLID TIGHT PITTING TRUSS 5LOCKING FASCIA 5O ARD 2 x STUDS PER PLAN 1/16SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 8 CABLE R302.1 fRE515T1\/E :�ETAILS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. \/ FL06k CONSTRUCTION: 3/4' T4G PLYWOOD SUB R- -FL 12 GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) SPARAGE STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 6096 BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 4056, BORING 6090. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. LOFT (2) 2x4 TOP M 1/2' GWB 2x4 161 O.C. 2x4 SOT. - MANUF A SEE ROOF BATH TRUSSES KITCHEN UTILITY FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) STAIR NOTES: PER IRC R31M 4' SPHERE SHALL • STRNGERS TO BE FIRE BLOCKED AT BOTH TOP AND NOT PASS TNROUGH� BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR 4 C CNSTRU=I0K • MAXIMUM RISE TO BE 1-3/4. ' MNIM111 RI,N TO BE Ira'. • MINIMUM HEAD FIGHT TO BE V-S'. • MINIMUM STAIR WIDTH TO BE 36. • PROVIDE CC WNUOUS HAND RAIL 34' TO 38' OFF TREAD NOSNG AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE CaUAM RAILS AT LANDINGS MNIIMIM 36' HIGH W/ CLEAR SPACE ' HANDGRIP PORTION OF HANDRAIL SHAD- BE NOT LESS 1 1/4' NOR MORE THAN 2' N CROSS SECTIONAL. DIM. i4 � 10' MIN. • WNDNG TREADS T}QE,gp PER IRC R311.152.1 • SPIRAL STAIRS PROVIDE MN 1 1/' RUN A PONT 12' ;yS FROM WHERE TREAD IS NARROXOT PER IRC R311.11AVI / CONT. HANDRAIL 34'- W / ABOVE TREAD NOSING. / PICKETS PER IRC ON OPEN MR / HANDRAIL TO Be PRESENT ON ON AT LEAST CM SIDE OP STAIR HANDGRIP PORT ION OP HANDRAILS SHALL HAVE CIRCULAR CROW SECTION OF I�4' MIK 4 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OF %'. —ALL REWIRED GUARDRAILS TO 13E 36' MIN. IN HEIGHT. OPENINGS FOR REWIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT — A LC W A 814*0 4 NCR M (102mr) TO PA86 74W0 H. ' MIN.-11/2' MAX f Fa' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR WALL ly' Gael • CEILNG, AND WALLS (3) 2XI2 STRINGERS Phe BLOC KM * MID -SPAN AND N STUD WAILS ALC>rYx ANW N LW UM STI*r4" IF AWA UhM SST OLC K STAIR8181NFNWW INTERIOR I' PT RISERS / / JOISTS PER PLAN DBL. JOT P.T. 2XI2 TREADS TO SMQNW � MANGERS AT EA. STRNGER 3-2X12 P.T. STRINGERS 36_1X36' MIN. 'EXT RIOR NL 35 AL STAIR DETAIL AND NOTES \� \ COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. 12 ROOF DRIP E06 ES PER SEC. R9052.SB PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. R--44411 INSULATION MASTER BATH ON 2x SCREENED EAVE VENT BLOCKS W/(3) 11/2' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1'*MIN. AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP R 2x6 STUDS * 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) TIGHTLINE — FOUNDATION DRAIN: 4' DIA. PEW. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC NO SCALE REVIEWED FOR j CODE COMPLIANCE APPROVED AUG 2 5 2015 1 City of Tukwila BUILDING DIVISIO � RECEIVED CITE' OF TUKWILA J U N 0 3 2015 PERMIT CENTER 0 rz W •;• 3 A �a y oNo <C U C y� z o0 o M It r� �1 lam` � z oNo M ® c� Nx �a 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. I Plan No: L2-2853-3R Date: 4-24-15 z u ►I0u MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULK (AROUND WINDOW RSO) WRAP TYVEKA INTO OPENING & TAPE TO SILL (ESP. @ CORNERS) USING TYVEK FLEXWRAP PARGING & DAMP13ROO ING + Q CONC ETE FOUNDATION WALL 4 ' CAULKING CONCRETE SILL w/ DRIP EDGE THROUGH -WALL FLASHING TYPICAL WALL MASONRY VENEER 1" AIR SPACE TYVEK _ 7/16" PLYWOOD SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD TYPICAL WALL FINISH COAT BROWN COAT SCRATCH COAT WIRE LATH WEATHER RESISTANT BARRIER TYVEK STUCCOWRAP PLYWOOD SHEATHING 2"x6" WOOD STUDS w/ R-21 BATT INSULATION 1/2" GYPSUM BOARD LAP 6" & TAPE/ CAULK TYVEK OVER METAL DRIP EDGE CAULK METAL DRIP EDGE TO CONCRETE FOUNDATION WALL 5 4SE OF LU>4LL DETA I L TYPICAL WALL WOOD SIDING SHEATING MINIMALLY EXPANDIN POLYURETHANE FOAM O APPROVED CAULKIN (AROUND WINDOW RS( WINDOW WIT INTEGRAL MOUNTIN FLANGE WINDOW HE14D DETAIL L TYVEK FLEXWRAP MOUNTING FLANGE. LAP & TAPE JOINTS. WINDOW WITH INTEGRAL MOUNTING CAULKING FLANGE MINIMALLY EXPANDING TYPICAL WALL POLYURETHANE FOAM OR WOOD SIDING APPROVED CAULK WOOD SHEATHING (AROUND WINDOW RSO) TYVEK HOMEWRAP 7/16" OSB SHEATHING 2"x6" WOOD STUDS WRAP TYVEK w/ R-21 BATT INSULATION VAPOR RETARDER 1/2" GYPSUM BOARD TYPICAL WALL -IDING HEATHING :'E TYVEK WALL PLOOR/ LU14LL INTERFACE DET141L PROVIDE WOOD BLOCKING & MINIMALLY EXPANDING POLYURETHANE FOAM OR APPROVED CAULKING AROUND PENETRATION TYPICAL WALL WOOD SIDING WOOD SHEATHING PENETRATION (ex. EXHAUST VENT) CAULKING FLANGE (SEALED TO PENETRATION) EAL/TAPE TYVEK TYPICAL WALL WOOD SIDING WOOD SHEATHING TYVEK LAP AND TAPE TYVEK T100PIC14L LU14LL ISOMETRIC ATTIC VENTILATION AT LEAST 40% a NOT MORE THAN 5090 OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH T14E BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 12 7 I I H W H 24' �I FRAMING E STAIR I�II JJ FLOOR LINE BEYC 0 W 514eE OF LU 4LL DET141 L (2) 2x4 T fE 2 x4 STUD 0 16, O.C. 2x4 BOT. IE ATTIC' SPACE DOUBLE JOIST 5ATH KITCHEN I' 6 MIL VISQUEEN VAPOR CRAALSFACE BA�RWR >--_SPACEouc�HouT LAP SLl PLICES 12' MIN. BUILDING SECTION . 3/6 11= I 1-011 UPPER ATTIC 8TA I R kL WALL SIDING SHEATHING TYVEK IG & DRAINAGE LAYER ETE FOUNDATION WALL 12 TYPICAL WALL WOOD SIDING WOOD SHEATHING 6" & TAPE TYVEK. LAP AND TAPE TYVEK AT JOINTS UPPER SHEET OVER LOWER SHEET) TYPICAL WALL STAPLE VAPOR RETARDER BETWEEN JOISTS AND TO UNDERSIDE OF FLOOR SHEATHING C14NT I LEVERED FLOOR DET141 L COMPOST ON 1/2, 24 ALL ROOF FLASHING TO BE MIN. 26 GA ALV. STEEL. ROOF DRIP EDGES PER SEC. R5052.8B „� PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. FURR OUT TO 12' FOR R-38 HIGH DENSITY INSULATION (EACH SIDE OF ROOM) UT I L I T1' MASTER 5ATH FLOOR CONSTRUCTION- 3/4' T4G PLYWOOD SUB-FLR. GLUED t NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) FLOOR CONSTRUCTION: 3/4' TeG PLYWOOD SUB-FLR, GLUED 4 NAILED t0 (SEE FRAMING PLAN FOR SIZE AND SPAC-MG -� MON �\\S ZE BLOCKING AND ORAFTSTOPPING PER SEC. 302.11 4 302.12 :ONCEALE0 SPACES OF STUD LS AND PARTITIONS, INCLUDING :RED SPACES AND PARALLEL ROWS _ . STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10' -0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 2x SCREENED EAVE VENT BLOCKS W/(3) 1112' HOLES EACH - PROVIDE APPROVED INSULATION BAI TO' ENSURE 11 M AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP P_ 2x6 STUDS 0 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) RECEIVED CITY OF TUItWILA JUN 0 3 2015 PERMIT CENTER REVIEWED FOR ODE COMPLIANCE APPROVED AUG 2 5 2015 f Tukwila BUILDING DIVISI(3N STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40go. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. a Z 0® c/1 04 A �W •� c� � 9 ® E �o�o U t • pLi 4-0 C y zCU b d z allo M ® N N x a 1. Contractor or builder must verify all dimensions before proceeding with construction. 2, This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. . 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, I Plan No: L2-2853-3R Date: 4-24-15 V pry UPPER r-LOOR ELEC7RICAL_ �AIN f=L00R ELECTRICAL ELECTRlC:AL r,,EY -�- COPYRIGHT 2010 OVERHEAD Landmark Design Inc. CAN ALL RICWTS RESE"O RECEIVED OUTLET CITY OF TUKWILA DUPLEX OUTLET 01 J U N 0 3 2015 220V OUTLET � PERMIT CENTER COMBO. EXT. PAN (VTOS) i LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. STAIRWAY ILLUMINATION PER SEC 303.1 IRC 110 V W1 BATTERY GGGFFFIII ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE BACKUP PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, CABLE T.Y. JACK INCLUDING THE LANDINGS AND TREADS. INTERIOR PHONE Y STAIRWAYS SHALL 5E PROVIDED WITH AN ARTIFICIAL LIG 4T SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. UNDER COUNTER *_UC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHTS LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. GAS OUTLET HOSE 815E EXT. PAN VTOS 0 Z 'n W 0 an •;• 3 �w ® y0NO Sal Z ey "VA Z oN0 vMh1 ® N N O �a REVIEWED FOR )DE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila 11LDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2853-3 R Date: 4-24-15 ►1 GEN f AL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (I5C), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DE516N LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY 11, EXPOSURE 5, K,c = 1,0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D 55 = 1.5 - IBC FIGURE 1613.50) 505 = 1.0, I E = 1.0, R = o .5 C5 e 0,154 IN5REGTI0N5-- NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE, ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATION5- PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED) BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM V -6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS, GONGRETE: T14E SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION, MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM F'c- = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 5.2 GALLONS OF WATER PER 94 L5 SACK OF CEMENT, ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 4'/2% tl.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2''ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFOR,GING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OF, 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE EL50W BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS, REINFORCEMENT SHALL BE ACCURATEL'r PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT, MINIMU1 1 CONCRETE COVER FOR REINFORCING STEEL: 5LA5 AND WALL 5AR5: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS PROTECTION 11/2 "('5 AND SMALLER) 2" (6 AND LARGER) 311 TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF'2 OR BETTER P05T5 HF'2 OR BETTER 2x FRAMING HF12 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4, MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN a" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS, ALL NAILS SHALL BE GALVANIZED SOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION 15C 2304.9.5, ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.9.1 U.N.O. MACHINE BOLTS TO BE ,A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEME3ER5: GLUED LAMINATED WOOD BEAMS (GLB) TO BE III! ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AI 1ERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER. USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-Vb FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500, RADIUS U.N.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR. UNLESS OTHERWISE SPECIFIED, SEALED SHALL 5E APPLIED TO ENDS OF ALL MEMBERS, 50TTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. AITC STAMP AND CERTIFICATION REQUIRED. RREFA15RICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED 5Y TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED, PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL)_ LAMINATED VENEER LUMBER (LVL) TO BE 5Y TRUSS JOIST WEYERHAEUSER (MICROLAI-I) OR APPROVED EQUIVALENT (Fb - 2,600 PSI, E = 1,900,000 PSI). MATERIAL SHALL BE DESIGNED i MANUFACTURED TO THE STANDARDS SET FORTH IN E5R-13(51. BEARING LENGTH SHALL NOT BE LESS THAN 13/4 DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER. HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER. SEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 48 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5-0'' OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5-0" WIDE, ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d 0 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 43" AND NAILS WITH 16d 'a c5" O.C. 5HEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE, USE APA RATED SHEATHING (24/1(o) WITH A MINIMUM PANEL EDGE NAILING OF ad 'a 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL, BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d 0 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' M5TA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS U.N.O. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH ad COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND ad COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/1(o) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 5d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND ad COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2001. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION of A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL_ BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL 5TA51LITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (15C), 2012 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS 5EFORE COMMENCING WORK AND BE RESPONSIBLE FOP SAME, THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE SEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS, DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR 511-IILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. 5H AR WALL 5CH DUB E MARK MINIMUM 5HEATHING (U 5HEATHING NAILING (U ANCHOR 5OLT5 (3) REMARKS (4, 5) CDX 6d @ 6" 0, C', 1/5" @ (00" O.C. Qa I I = 230 PLF OR 065 I/2" CDX 6d 4" O.C. N511 32" O.C. Qa11 - 350 PLF OR 055 1/2" CDX ad 3" O.C. 5/8" 0 16" O.C. Qa11 = 450 PLF OR 055 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER MAILS SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" X " ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-II PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.9.1, NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY 51NP501\1 STRONG TIE OR ICC APPROVED EQUAL TO 5E USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) 5OLT5 PEP SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LE55 THAN 5" FROM EACH END OF EACH PIECE, EMBED BOLTS MINIMUM OF T' INTO CONCRETE, WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 230a.12.a AND OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 2306.3. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d �@ 12" O.C. STAGGERED. L5TA30 - BEAM TO TOP PLATE—\ 51/2 x 15 GLB _ LSTA3O - NDR a SILL TO 3x BLOCKING. (TYP. 2 PLACES) c i c r. � rLHLt�i L5TA30 - NDR 8 51LL TO 3x BLOCKING. (TYP. 2 PLACES) 3'/2 x 12 GL _ 63/4 x 10.5 GLB A-NT520 - BEAM TO TOP PLATE MAIN FLOOR A = 1,063 SQ FT �TrU ST 51/2 x 13.5 GLB cvl ry 3b x 10.5 \ks se 4x12 (TYP. OF 2 G '01 A = 592 SQ FT 0-, X i J 4x12 2' REINFORCEMENT STEPPED FOOTING DETAIL 5I.0 5GALE: 3/4" = I'-m" 15TC40 NOLDOWN. ALIGN WITH EMBEDDED 5TND TYPE 140LDOWN, BELOW. 5NEATNING 4 NAILING PER PLAN. 5PLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 5HEATHING s NAILING PER PLAN, MATCH WALL ABOVE U.N.O. FINISH G 16d A 16" O.G. 50LE PLATE NAILING. /_3/4'I SUBFLOOR (3) 5d J015T-TO-TOP PLATE U.N.O. MAINTAIN MIN. 11/2" END D15TANCE. 2 x 6 STUD a 1611 O.C. USE DBL 5TUD a ENDS OF 5NEAR WALL5 d NOLDOWN5. 10'-01, 2x NAILER AND PT SILL wl 5/8",pMAX, ANCHOR BOLT 2 3" x 3': x 1/4 ° LJA514ER AT 5'-0" O.G. U.N.O. (ALT. MA5A a 461 O.C.) i 5TND TYPE NOLDOLUN PER PLAN. .14 BAR e 10" O.C. - HORIZ. 2'-f.III *4LBAR s 16" O,C, VERT, MA lMl FINISH GRADE 13" MIN '4 BAR CONTINLIOU5 IS° (TYP) MINIMUM? a" L --- D �D I'-411 CRIPPLE WALL WiTIH BACKFILL FOUNDATION to- 5G4LE: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN032015 PERMIT CENTER 10FYRIGPT a ''14, SEG,4 ENGIt',iEERS a 1� M \ b1_0 1 r. 1 I � 0 0 co a O bU o � i a � O co co ra w U • z j- 0 I 0 a co aCO 0 b rq w �1 c ca W RATED SHEATHING ad 0 ro" O.G. I/2 RATE® SHEATHING (4" O.C. SIM.) EXTERIOR SHEATHING PER \ Od 4 ®.C. PLAN OR SCHEDULE % �d 4" O.C. \ \ ' 1/2" RATED SHEATHING W/ - � �L 2" RATED 5HEATHING —\ — HI FRAMING ANCHOR %� \A : ad 0 4" O.C. EDGE NAILING = EACH TRUSS. USE NI0=2 \ 2x BLOCKING wl I6d -@ a" O.C. — 2x BLOCKING w/ (2) 8d �� ILL l� ad 6 O.C. \ AT DBL TRUSS. GABLE END TRUSS. I 1 \\ TO STUD EACH END � _j ua >� ad 4 Of, RATED SHEATHING— ; ,, �9 c \ \ z RATED SHEATHING A 3 5 4bO.C. RAFTER OR TRU55 PER PLAN `�' " (1,15E 24" O.C. AT SIM.) uu/ (2) ad TO 2x BLOCKING \ 1'� MONO TRUSS PER PLAN TRUSS PER PLAN DBL 2x TOP PLATE. LAP 2x VENTED BLOCKING. SPLICE 4'-0" MIN. & NAIL wl 2x BRACE PER TRU55 SUPPLIER END NAIL TO TRU55 16d @ 6" O.C. STAGGERED. OR o 40" O.C. SECURE wl 2x STUD PER PLAN EACH END w/ (2) Sd. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN, NAIL A34 EACH END. �\ SHEATHING AND NAILING PER wl 16d @ 6" O.C. STAGGERED SEE ARCH FOR FLASHING SIMPSON LU524 SHEATHING NAILING JI HANGER PLAN OR SCHEDULE. SPLICE / PER PLAN OR SHEAR —I 2x FRAMING PER PLAN. REQUIREMENTS, TO OCCUR ON COMMON 2x FRAMING PER PLAN. WALL SCHEDULE. (HEADER SIM.) MEMBER OR BLOCKING (BEAM AT SIM) N. o \—GABLE END / GIRDER TRUSS t4 co I TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING GA5LE ENID 3 LOWER ROOF FRAMING 5NEAR WALL LOWER ROOF FRAMING o GA5LE END b° 52.E SCALE: I" = I'-v 52.E SCALE: 1" = 1'-0" s2.0 SCALE: I" = P-O" 52.E SCALE: I" = 1'-0" ct co U) t DBL 2x TOP PLATEco E co 50LE PLATE NAILING. > o USE ICod �@ 16" O.C. MIN. Od 4" O.C. Q 'SIMP50N' HOLDOWN 16d S" O.G. SOLE \ HDR PER PLAN. - - ®� c � SOLID RIM JOIST \PLATE NAILING. 3 ��------------------------------------------------•----------------------------------------------------- ST,eAP PER PLAN \ \ \ /4 SUBFLOOR ad 6 O.C. 2x J015T PER PLAN (3) ad JOI5T-TO-TOP 2x x l` - r RIM JOIST \ � \ 2 BLOCKING u�/ A3� � \ PLATE U.N.O. MAINTAIN 'SIMP5ON' HOLDOWN \3/4" SUBFLOOR ------------------------------------ -- cc _ �' FRAMING ANCHOR AT co ` MIN. Ilia" END DISTANCE. STRAP " R P PER PLAN 6 O.C. TO TOP PLATE. ` I -- SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMI"ION a `1 OCKiNG SHEATHING 4 NAILING c' MEMBER O R BL \ ,I _ PER PLAN 3/4SUBFc00R I TRIMMER 5TUp(5) 7J " JOIST PER PLAN (USE DBL / `' SHEATHING � NAILING PER 2x 5TUD5 PER PLAN. \ Llo (BEAM AT SIM.) ` \ J015T PER PLAN u�/ HUSC28-2 � HOLDOWN) PLAN OR SCHEDULE. KING 5TUp '/2'' RATED SHEATHING � 2x BLOCKING wl A35 �NAILING PER SCHEDULE. 2x pBL TOP PLATE. LAP FRAMING ANCHOR TO 2x FRAMING PER PLAT. SPLICE 4 =® MIN. 4 NAIL TOP PLATE. (BEAM AT 51M) w/ 16d 6" O.C. STAGGERED. 2x 5TUp PER PLAN. (BEAM AT SIM) L5TA STRAP PER PLAN, CENTER ON TRIMMER 5 TYPICAL FLOOR, FRAMING CONNECTION � FLOOR FRAMING � CANT. JOLT _- FFRA� ING AT II,AITERIOR SHEAR FALL OR KING STUD, 52.E SCALE: 1" = 1'-0" S2.D SCALE: 1" = 1'-0" 52.0 SCALE: 1" = 1'-0" (fil P) 2x SILL PLATE 3x BLOCKING ------------ ----------------------------- ----------------------------------------- 16d all O.G. SOLE PLATE NAILING. 16d a" O.C. 50LE SHEATHING NAILING 16d 16" O.C. SOLE PLATE NAILING. PER PLAN OR 8d @ 6" O.C. UNO SHEATHING & NAILING PLATE NAILING. SCHEDULE PER PLAN OR ad 6" O.C. UNO SOLID RIM JOIST 5NEAR WALL FORCE TRANSFER, DETAIL —3/4" SUBFL®OR SCHEDULE 3/4" SUBFLOOR \3/4" 5UBFLOOR s2 Scat I" = 1'-�' M5TC HOLDOWN �\ 1/2" RATED SHEATHING PER PLAN—4 NAILING PER PLAN. \ ��, L5TA24 STRAP \ (FAR SIDE) 16„ JOIST PER PLAN 2x TOP PLATE MINIMUM HDP PER PLAN. EXTEND _NAIL SHEATHING TO HDF; \ \� � u�/ �d 3 O.C. EACH WA � . � � JOIST PER PLAN �� I. TRU55 PER PLAN JOI5T PER PLAN OVER PANEL TO KING 5TUp. � LU5 HANGER BEAM PER FLAN '�� FASTENHEADER FAS !TOP PLATE TO -�� LU5 HANGER BY \ TRU55 SUPPLIER BEAM PER PLAN. y ; i i : ' mow/ (2) ROW& 16d AT 3" O.G. -BEAM PER PLAN i----------------------r1 -' II 1 1 (2) 2x STU®5 lT7"P.) SMEAR WALL FIRAMING AT FLUSH 13EAM 610 SMEAR WALL FRAMING AT FLUSH BEAM 11 5NEAR, WALL FRAIIING� AT BEAM 52.0/ SCALE: I" SCALE: 1" = 1'-0" S2.D SCALE: I" = 1'=O" 4x BLOCKING MIDDLE ,� 24" IF REQUIRED.: \\\��' 10'-0" 34 SUBFLOOR 16d 16" O.C. 50LE MAXIMUM F --------{--------- — \2x 5TUp PER PLAN. USE MINIMUM PLATE NAILING. iI- 2x BLOCKING (2) 2x STUD ENDS OF SHEAR 1/2" RATED SHEATHING (24/0 EXP 1). UJALLS NOLpOlUNS. SEE SHEAR 3/4" SHEATHING SHEATHING 4 NAILING PEP 2x STUD PER PLAN. USE pBL i NAIL u�i (2) ROWS ad 3" O.G. AT J015T PER PLAN PLAN OR SCHEDULE \ ; 5TUp AT END OF SHEAR WALLS PANEL EDGES. WALL SCHEDULE FOR 3x 5TUD5, ANCHOR3 x /4 BOLTu�/3x i WASHER. SEE SCHEDULE FOR H®LDOUJNS. SHEATHING 4 NAILING PER 2x PT SILL wl ANCHOR BOLT SCHEDULE FOR 3x STUDS. PLAN. SPLICE TO OCCUR SIZE 4 SPACING.U5E 5/g"o AT -. i�— ' '� 60" O.C. U.N.O. 3" x 3" x '/4 lUASHER PER l2) 2x PLATE. ( VIEWED FOR SIMPSc_ N AC CAP ON COMMON MEMBER A (ALT. Ix4 GUSSET EA 2x PT SILL PLAN OR SCHEDULE. USE 4" SLAB ON GRADE OVER 5NT G TO EA P "GTE COMPLIANCE SIDE Sul l6) �d) ®R BLOCKING. 5,8' 60" O.C, MIN. ____-,==__1:_ = APPROVED MIN. 6 MIL VAPOR BARRIER .. APP® -x= R - R �. TOP OF STEM WALL ' 4x4 PT POST 6" MIN. (NOT S.O.GJ 4 A NO I 6" MIN. a o ELEV. VARIES I AUG 2 5 2015 � � r 12" MAC. _ a wn� � (4x6 AT SPLICE) FINISH GRADE 12" MAX. FINISH GRADE OI, 2x T SILL '� + + + ;STND HOLDOWN PER PLAN, SLAB ON GRADE -�, 5TND14 HOLDOWN U.NO. P L Tukwila (5.O.G. SIM.) '`_�, (2) �/ "� ANCHOR fTuk SIMPSON MAB ANCHOR 18"4 BAR 24° o.c. = VERT. SIMPSON' NOLDOUJN4 BAR - HORIZ. a DIVISION (ALT, A34 ANCHOR =-: a\-7EMBEDMENT 4 o MIN. PER PLAN 4 LBAR 24 O.C. - VERTICAL THUD SIDES) I2" I'-6" MIN a I'=6" MIN.. # ' GALvANI'ED fE WASHER. 5" FTG PER PLAN MIN. 2 =6 MAX.4 BAR CONTINUOUS \ �- N " RECEIVED FOUNDATI'�N PER PLAN, CITY OF TUKVVILA \--MIN. a" THICK STEM WALL wl D p cd2 - 04 BAR NORM., TOP 4 BOTTOM. a" P ° Oil FINISH GRADE r-' D JUN 0 3 Zai5 12 FORTAL FRAME FA�IEL — a 14 BAR CONT. 52.0 SCALE: NONE I'_4„ PERMIT CENTER I _� � \ FLOG- FRAr11P-,IC-i AT C,-PAWL SPACE 14 FOUNDATION AT CRAWL 5PAGE FOUNDATI01,1 AT SLAB OI,,I GRADE 52.Dj SCALE: I" = 1'-0" " = " SCALE: I" = 1'-0" ,°^ r '' r ��<-, 52.E SCALE: 1 1 =� s2.D •� .-.��'�1'F'.I�:,NT :�i4 S_�� EN...�Ir��EE��_.