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Home My WebLink AboutPermit D15-0123 - FOSTER LANE - LOT 2 - NEW SINGLE FAMILY RESIDENCEFOSTER LANE LOT 2 14418 44 LN S D15-0123 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOUR PERMIT Parcel No: 0040000381 Address: 14418 44TH LN S Project Name: FOSTER LANE - LOT 2 Owner: Name: ORCAS HOMES Address: 1100 DEXTER AVE N, SUITE 275, SEATTLE, WA, 98188 Contact Person: Name: MEGAN PARSONS Address: PO BOX 73790, PUYALLUP, WA, 98373 Contractor: Name: SOUNDBUILT NORTHWEST LLC Address: PO BOX 73790, PUYALLUP, WA, 98373 License No: SOUNDNL911CL Lender: Name: SOUNDBUILT HOMES Address: PO BOX 73790, PUYALLUP, WA, 98373 Permit Number: D15-0123 Issue Date: 10/19/2015 Permit Expires On: 4/16/2016 Phone: (253) 256-8748 Phone: (253) 848-0820 Expiration Date: 2/13/2017 DESCRIPTION OF WORK: CONSTRUCTION OF 2576 SF SFR WITH 414 SF ATTACHED GARAGE AND 168 SF COVERED PATION. PROJECT ON VALLEY VIEW SEWER AND WD #1 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, LAND ALTERING AND STORM DRAINAGE. Project Valuation: $346,597.62 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $10,402.30 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan neIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No f �j Permit Center Authorized Signature: �' / Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work...1 am authorized to sign and obtain this development permit and agree to the conditions attached to thi e'rmit. Signature Date: Print Name: 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: 'BUILDING PERMIT CONDITIONS' 2: 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. 3: 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. 4: 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. S: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. y 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: 'PUBLIC WORKS PERMIT CONDITIONS' 38: Minimum 48 hors in advance the applicant or contractor shall call Public Works at (206) 433-0179 to schedule a mandatory preconstruction meeting with Public Works Inspector. 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. 47: Applicant shall obtain sanitary sewer permit from Valley View Sewer District and water meter permit from Water District #125. 39: 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. 40: 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. 41: Any material spilled onto any street shall be cleaned up immediately. 42: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 43: 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. 44: 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. 45: 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. 46: 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. 48: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 49: 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). 51: 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) 52: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 53: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 50: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 54: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 55: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 56: Site visit showed street trees are in poor condition. This must be corrected prior to calling for the landscaping/planning final inspection. 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 61 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department ' Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi[aWA.gov Combination Permit No. ` Project No.: Date Application Accepted:�� Date Application Expires: use COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: 14418 144th Ln S, Tukwila L r Z Sk I aino 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: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 1.9.27.095) Name: Soundbuilt Homes Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 H:\ApplicationsTorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 ].dock Revised: August 2011 Page 1 of 4 bh FROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Construct new SFR using plan DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor 1,262 2 Id floor 1,314 Garage m carport ❑ 414 Deck — covered ❑ uncovered ❑ Covered Patio 168 Total square footage 3,158 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: —q Value of mechanical work $ 1 furnace <100k btu 1 thermostat emergency generator 2 appliance vent wood/gas stove fuel type: ❑ electric m gas 4 ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: j Value of plumbing/gas piping work $ l0 ,CCC 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 4 lavatory (bathroom sink) 1 sink 3 water closet 1 water heater (gas) lawn sprinkler system 3 gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 9-9-1 Ldocx Revised: August 2011 Page 2 of 4 bh K Pi1BLI6 WORKS` PERM T 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) ❑ ... 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 El.. 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: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Form-Applications On Line\2011 Applications\Combination Pernti[ Application Revised 8-9-1 I.do" 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. PROPER Signature: Date: 06/03/2015 Print Name: Megan Parsons 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 l.docs Revised: August 2011 Page 4 of 4 bh / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME _ �l /6)t2PERMIT#_J)J5 123 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 Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: bo o �Joyc� 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 Enter total fill volume (4) cubic yards FILE COPS cubic yards PERMANENT 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 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $_ (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 1 �� •" Last Revised 12/17/14 �12� BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME L (toQ�(q IcA 9 PERMIT # �S- nos 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 L h00 Erosion prevention pD -SFmczC l � Water/Sewer/Surface Water d5 co Road/Parking/Access rX 1.0. A. Total Improvements 6400o 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. t1G0 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) $ to C) 5. lEnter total excavation volume i cubic yards Enter total fill volume 1r,, CiLp cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ D. ba (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 2QQ r� (1+4+5) $ �)6 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 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 ls` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for ls` 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 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 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I $_ (6+7+8+9+10+11) $ (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Ni7e (inches) Tnctallatinn Cascade Water Alliance_ RCFC 01.01.2015-12.31.2015 Tntnl 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 1 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $7,832.71 D15-0123 Address: 14418 44TH LN S Apn: 0040000381 $7,832.71 DEVELOPMENT $3,573.10 PERMIT FEE R000.322.100.00.00 0.00 $3,568.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,263.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $125.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $125.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $206.73 TECHNOLOGY FEE TOTAL FEES PAID• ' . . R000.322.900.04.00 0.00 $206.73 Date Paid: Monday, October 19, 2015 Paid By: ORCAS HOMES LLC Pay Method: CHECK 1868 Printed: Monday, October 19, 2015 3:20 PM 1 of 1 SYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $10,377.81 D15-0123 Address: 4409 S 144TH ST Apn: 0040000375 $2,569.59 DEVELOPMENT $2,319.59 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,319.59 PUBLIC WORKS $250.00 BASE APPLICATION FEE 11000.322.100.00.00 0.00 $250.00 D15-0124 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0125 Address: 4409 S 144TH ST Apn: 0040000375 $2,845.84 DEVELOPMENT $2,595.84 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,595.84 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D15-0126 Address: 4409 S 144TH ST Apn: 0040000375 $2,481.19 DEVELOPMENT $2,231.19 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,231.19 PUBLIC WORKS $250.00 BASE APPLICATION FEE 11000.322.100.00.00 0.00 $250.00 TOTAL 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 CN?W SYSTEMS INSPECTION RECORD z Retain a copy with permit (3 i 1115PECTION 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 c� ik�l Type 1 Jlry 4 4 L(6CQ'(' gadr�ss �lQ' Date Called Special Instructions: Dateranted: a.m. p.m. Requester } Co Phone No: IInspector: V -' IDate: /- — 1-2—,—/ ! I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Wii INSPECTION RECORD PitlRetain a copy with permitEC 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2Q6) 431-367p Permit Inspection Request Line (206) 438-9350 66(i f Ate./ Pr ' (� 1 r Type of Inspection: At�l Ft Pa Address: a , 1 Date Called:- Special Instructions: nn p 00.� �t l [ 6 n Date rnt� : �` a.m. 6 (i l p.m. Requester: Phone No: Inspector: Datey' 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 p(y N4NSIECTION 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: o � Type of Inspection: ,. — ut Address: � �� !6 IwWoo J s Date Called: Spetial Instructions: Date W me _ a.m. � f,6 p.m. Requester: Phone No: Inspector: -Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit 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 r�o7pectio Pry t q�d Type of , Address: i � Q i N' Date Called: Special Instructions: Date Wanted: t- a.m. — (J -�� p.m. Requester: Phone No: nspector: INWMML� 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 RMo INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t Zya ®� : oInspection: ftAMiAA/ - Address: l �a lode Date Called: 7,0 Special Instructions: Date Wan ed: a.m. 6, 3 / p.m. Requeste : cG l- e,"-e— Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l? INSPEi Retain a 11\15PIECTION NO. MON RECORD �%� 0/2- 3 copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ject: a bCL ; ' Ty e f Inspec ion: J Address: ff Date Called: Special nstructions: 444 Date Wanted: a.m. g — (: -IA5/ p.m. Requester: Phone No: Inspector: Date: L (© REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD � )lb Retain a copy with permit b�s�� I CTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: Typ�'Pf Inspection: - Add r ss' f*c-<-t.�� U, Date Called: Special Instructions: /L( Date W ted: a.m. ''(U p.m. Requester: Ede-. %6 Phone No: �Inspector: IDate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. INSPECTION RECORD I� to Retain a SP copy with permit PLY ` b z3 TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pr , t: )Ouvd- Type of inspection: 6"'lec (A-V-1k Special Instructions: Dat Wanted a.m. I P.M. Requ E ster. Phone No: Inspector: K=� I Date: 1 l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ie VIC INSPECTION RECORD _ Retain a copy with permit �� IT UTION N0. PERMIT N6, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Typ,Inspection: Address: Q � ! _ � Date Called: Spe ial Instructions: CIA Date Wanted: a.m. - p.m. Requester: Phone No: Inspector: ---� Date ( —/ I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 7 INSPECTION RECORD _ Cl ri3 Retain a copy with permit l� l�3 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 �Itc bu � Typ of Ins ectio_n: c 6 Cis Cam. Address: Date Ca d: Special Instructions: Date ante / a.m. °— f o %lam p.m. 1 Re q efster: Phone No: 2S377 h 7 Inspector: Date: �l Y� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. to, INSPECTION RECORD L Retain a copy with permit %3"-c>f 2-3 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: oO u Type of Inspection: Addres Date Called: Special Instructions: '4� Date anted: f a.m. q`f �/� P.M. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. • ATLI "tot �MWFW. RAI - - • -, inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. 114, INSPECTION RECORD no Retain a copy with permit 9I3- 4 IN 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: D 6 /)f F Type of Inspection: Address: Date Called Special Instructions: Date Wanted: a.m. Lf —( � v ('6 1p.m. Requester: Phone No: ;Inspector: Date: Y — ( 3 _ (� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. iLd INSPECTION RECORD Retain a copy with permit ➢ (T"'01 1-3 INS ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection:, as c� Address: o'J6 , Date Called: Special Instructions: �Q ,%r Date anted: a.m. �(3 —( P.M. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD 66) r�q Retain a copy with permit, 3 PE 10 N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 �Ot,' r (206) 431-3670 Permit Inspection Request Line (206) 438-9350 6 f TroCgce t Project: Tyr of Ins p ction: , A dress: L �� ` l®r Date Call d: Special Instructions: ` Date Wanted: (� a.m. p.m. Requester: Phone No: IInspector: i:� IDater `-2�6 _r b REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. we INSPECTION RECORDt 7) FPO Retain a copy with permit 7-3 1 IWETTION 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 ject: Typ of Inspection: �r (f 04- Add s: 1 ( t C4 Date Call Special Instructions: M Date Wanted: a.m.. J --i f p.m. R /u ste C� one No: Inspector: Date. / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ 6 Retain a copy with permitf� 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 Pr 'ect: rr / �i- if IL (/ Type f Inspec ion: ✓%( Address: `I q ° (ate Sd. Date Calle . Special Instructions: Date Hied: a a.m. p.m. Requester: Phone No: IInspector: V _� IDate-3 __2,� 4 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 14 INSPECTION RECORD jpti-- l �3 -S Retain a copy with permit fl. tCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B:vd., #100, Tul-wila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: N �r Tv pe o ® ectio f Ad es . �6 q qHt c<cte-5e, Date Called: Special Instructions: Date Wanted: a.m. p.m. Re�jug to ^( Pho a �r Inspector: '►/ -. IDate: �> _ r — / / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. 1'L INSPECTION RECORD Retain a copy with permit D (5= z3 EC710td NN0. PERMIT NO. CITY OF TUiCWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Pr je t: r / Type off pectign � r' Address./� ( f* Date Called: Special Instructions: Date Wanted: a.m. ` 7 p.m. Requester: 1� c Phone No: % 67 ,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 L (3) ) Retain a co1Dy with permii0lINNO. PERMIT NO. CITY OF TUICWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, T'uk.wila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of In pecti n: �v4 M8 Lt 4 fA Lqfce,� Date Called: Special Instructions: Date Wanted: a.m. Z — — (% p.m. Reqqu�efri�—�-- Phone No: -- Inspector: Date_ ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PFP.M T 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 s ion: r Ad r s 15 Date ailed: pecial Instructions: Date Wanted: a. Requester: Phone No: pproved per applicable codes. 1-1 Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. u� INSPECTION RECORD f Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUICWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProjecLj Type of Inspectio Address lvi� /^ `/7l J6 pate Called: Specia Instructions: Date Wanted: j `L / /6 p.m. Requester: (j( Phone ��J ? 1107 FlApproved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. e INSPECTION RECORD DI� " 012-3 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �� Type of Inspection: , Address: Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. I COMMENTS: Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: b Hrs.: . $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Esming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD D/S Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: bS & Z-- Type of Inspection: S A;)6,e1e,,. Address: 16 y U L S Contact Person: Suite #: Special Instructions: Phone No.: ..Approved per applicable codes.+ Corrections required prior to approval. COMMENTS: t � � l r✓c O le— ov- — TG Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, Date: ct/i�?�% J j� I Hrs.: i $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 Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information 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 r1L ",Innumber 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 Wal19,k,1 Mass Wall R-Value' Floor Below Grade Wall`,k Slabd R-Value & Depth 5 & Marine 4 R-Valuea U-Factora 6 R-Value' 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 49' 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft n/a *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 REv Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square fOOM area. Additions to existing building that are less than 750 square feet of heated floor area. Al F/�2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 lb Efficient Building Envelope lb 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 26 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%2OEnergy r)df �19- FOR UL 1 1412015 DIVISION CITY OF TUKWILA JUN a 12015 PERMIT CENTER 1.5 0.0 1.50 Window, Skylight and Door Schedule Project Information Contact Information Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component uescri tion Ref. U-factor Ent :Door 10.20 .. try' 030 Livin . Room 0.30 �::Dinind Room 0.30',:' _ ... Kitchen _ _': - 0.30 . . Nook Nook 0:30. f=amii Room: 0.30 Utili Roorn` 0.30' `. Bonus Room. 0.30 Bedroom 4. , 0.30 Bedroo' m' 4 ;:. 0.30 .Bedroom 2, 0.30 ,"Bedroom 0.30 - Master.-Suite.,0:30 - Master Sui#e `:. - 0.30 Mast er:Bath° " 10.30 ,.Gars a/Dwellin Door Q.20 1 Width Height Qt. Feet inch Feet Inch Width Height Qt. Feet inch Feet Inch =MEtea MMERE[ EMO ® E • E EM MMEME ME OEM ® ® MMEME ' E M EMO =MEMO ME' E • OICOM CME MME • MMEMN ®MEMO NIME EMO MMEM MEMO ®MEMO =MEMNNMEMO NEMEMO ENMEME NIMEMO MMEME MMEME Area UA mm ffl Area HA Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height !t. Feet Inch Feet Inch 352.81 102.06 0.29 Area UA MEIP sell Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U = UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 352.8 102.06 . s 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. rru/t;w uounnauvn conracr inrormanon 4444I,.y P€a 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) Kent AT = Indoor (70 degrees) -Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 22,083 Glazing and Doors U-Factor X Area = UA Instructions 0.30 B53 105.90 Skyliahts U-Factor X Area = UA Instructions 0.50 — Insulation Attic U-Factor X Area = UA Instructions R-49-- ��"_" 0.026 .�.`�€1�36�� 34.74 WIMP Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions" R-38 Vented r__M 0.027 160 r .: 4.32 Above Grade Walls (see Figure 1) U-Factor Area UA Instructions R 21 intermediate^ 0.056 577 144.31 Floors U-Factor Area UA Instructionsam+w, 0.029 50�' 47.85 LR 30 . Below Grade Wallis (see Figure 1) U-Factor Area UA Instructions "` --ti`- select R vame � �� No selection — Slab Below Grade see Fi ure 1 elf l F-Factor Len th UA Instructions °-� Select condrhoningL i l N o selection Slab on Grade (seeFigure9 T Instructions " w�QJ,r "�'"w "� "` 5 am u " F-Factor No Len th UA Select R-Value . selection — Location of Ducts . Instructions ,. Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 337.12 Figure 1. Above'Grade .. 49 Envelope Heat Load 16,519 Btu / Hour Sum or UA X AT Air Leakage Heat Load 11,686 Btu / Hour volumeX 0.6XdTX.o18 Building Design Heat Load 28,205 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,026 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,436 Btu / Hour Budding and Dud Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat Loss X 1.25 for Heat Pump (07101113) Ages Engineering, LLC A Geotechnical & Environmental Services LLC CppECOMPLJp CE APPR�� 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. 140 Street Tukwila, Washington 98168 Parcel Number: 0040000375 Dear Mr. Flanigan, P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.mn July 28, 2015 Project No. A-1212 �C1 14 2015 V_ L L uL41 I,a L�.. _ gU1�,fTu , G �IVISI�N R.. CITY OF TUIKWILA AUG t 12015 PERMIT CENTER As requested, we have completed a geotechnical evaluation for the new construction planned at the subject site located at 4419 S. 144`h 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 #1, and 15 sheets of Civil Engineering plans showing the planned site development. According to the Correction Notice provide to us, the City of Tukwila has requested load bearing capacity for the foundations planned on the site, and recommendations for the foundation and roof drains on the lots. According to the plans provided to us, the existing structure on the site will remain and the remaining portions of the site will be subdivided to achieve 8 additional residential lots. The existing residence will be located on Lot 1. Lots 2 through 9 will be located on the remaining portions of the site. The new residences will be one- to two-story wood - framed structures with raised floors constructed over a crawl space. Attached garages will have slab -on - grade floors. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and 25 to 50 kips for isolated column footings. The sites storm water system will be a combined infiltration and detention system. Development storm water from the sites' interior roadway will discharge to a detention vault constructed under the sites' interior roadway. Development storm water from the roof and foundation drains of each of the new structures will 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 144t' Street roadway. C O R R E CTOW LTR# t)119 0 01" 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, includiog a Geologic Hazard evaluation. • Advancing four to five test holes in the planned new development area to a maximum depth of approximately 12.0 feet below surface grades. • Providing geotechnical recommendations for site grading including subgrade preparation fill placement criteria, and suitability of on -site soils for use as structural fill in the foundation areas. • Providing geotechnical recommendations for design and construction of new foundations including allowable bearing capacity and estimriates 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'h 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'h 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 bec5cleared along the majority of the site and consists of various landscape bushes and t1 a rou11#d 4114 existing residence located in the northeast comer. Page - 2 - 0 Mr. Ed Flanigan July 28, 2015 Mapped Soils According to the draft version of The Geologic Map ofDes 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, I LC personnel in the field. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) provided in Figure 4. The explorations performed as part of this evaluation indicate subsurface conditions at specific locations only and actual subsurface conditions can vary across the site. Furthermore, the nature and extent of any such variation may not become evident until additional explorations are performed or construction activities begin. The test hole logs are provided in Figures 5 and 6. Representative soil samples obtained from the test holes were placed in seated 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 TH-6, we encountered silty sand with gravel consistent with native glacial till. The till was medium dense and weathered in the upper 3.0 to 4.0 feet. The unweathered glacial till was encountered at depths ranging from 3.0 to 4.0 feet below surface grades. The test hole logs are provided in Figures 5 and 6. Groundwater We did not encounter groundwater seepage in any of the test holes advanced at the site. However, we encountered mottled soils in the upper portions of the native glacial till soils indicating a seasonal perched water table likely develops above the dense glacial till at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). DISSCUSSION AND RECOMMENDATIONS General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structure can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and 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 '- W. Ed Flanigan July 28, 2015 foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native and fill soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on -site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the % 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 detenmined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. Excavations All excavations at the site associated with confined spaces, such as lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the weathered glacial Page - 5 - Mr. Ed Flanigan July 28, 2015 till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense unweathered glacial till soils are classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C. soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 3,000 pounds per square foot (psf). For short -tern loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading section of this report. The values recommended include a safety factor of 1.5. Page - 6 - Mr. Ed Flanigan July 28, 2015 Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 3,000 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf ;Details regarding the use of these parameters are provided in the section above. Storm Water Development storm water from the roof and foundation drains of each of the new structures will discharge to infiltration facilities constructed on each lot. An overflow for each of the infiltration systems will discharge to the catch basin storm drain system on the site before connecting to a final catch basin that will link the sites' storm water system to the existing City of Tukwila system located in the adjacent South 144"i 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 14,e 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 firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Page - 8 - 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 rr EXPIRES //-06 -Zo/(0 Bernard P. Knoll, IL P.E. Principal BPK:bpk Project No.: A-1212 ATTACHMENTS: Figure 1- Site Vicinity Map Figure 2 - Exploration Location Plan Figure 3 - Geologic Map Figure 4 - Unified Soil Classification System Figures 5 and 6- Test Hole Logs Page - 9 - c. • t s5�•s» 5 33� - � <, R WeRirt S 71-:tA c 7 t C 5 14:'r L- • 156 4i CO �J 2 0 l S 14Jttl St y < { 'L ❑' Sf S =� n ti� r 156a r � 1 a C1 rS..v.. St r i I N S t'..4"' I . Sig i itR.h s •cerh 5+ -Sf �Y7 s lb' tl tf .p » .� c S lezth St Sa ' tS! io V. . Rv . l.j n` 15 i IZ J 1 h rt .t 4 r 9 Sr F- r •; r -a 5 176th 5• K 2000feet 500 m a Approximate Site Location Ages Engineering, LLC P. U. Box 935 Puyallup, WA.98371 Main (253)845-7000 www.agesenginetring.com Site Vicinity Map Foster Short Plat 4419 S 144`h Street Tukwila, Washington Project No.: A-1212 F July 2015 Figure 1 my 0" mft ire Lar1 ; j LOT ! i TH-1 ♦ i f t, ♦ TH-3 TH-2 .- LOr a a j aw r, KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www,agoicagineering.com Exploration Location Plan Foster Short Plat 4419 S. 144 h Street Tukwila, Washington Project No.: A-1212 1 July 2015 Figure 2 N QVt Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253)845-7000 www-ageswgineeting.com Geologic Map Foster Short Plat 4419 S. 1.440' Street Tukwila, Washington Project No.: A-1212 I July 2015 Figure 3 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL WITH > 15 % GM Silty GRAVEL GC Clayey GRAVEL FINES SAND 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 o 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 low plasticity CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 50% Passes Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS } �'� � x �� 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, R 0. Box 935 Puyallup, WA. 98371 Main (253) 945-7000 www.agestll&ccrmg.com LLC Unified Soil Classification System (USCS) Foster Short Plat 4419 S. 144 h Street Tukwila, Washington Project No.: A-1212 July 2015 Figure 4 r.o.Box Ages Engineering, LLC Puyallup, WA. 7Office 5)845000 Test Hole TH-1 nwiE July27,2015 LocGwsY: BPK ELEv: Depth Soil Description Notes feet M% I Other 0 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH-2 DATE: July 27, 2015 LOGGM BY: BPK n.EV: Depth Soil Description Notes (feet) M% I Other 0 Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 5 r�;dro.: A-1212 r Box 935 es E SineerinLLC P.O.11up,W 9 Office (253) 845-7000 Test Hole TH-3 DA-m. July27, 2015 LOGGMBY: BPK ELEV: Depth Soil Description Notes feet M% 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 Tilt) 5 Test Hole terminated at a depth of 4.5 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH4 oar- July 27, 2015.LOGGED BY: BPK ELEy: Depth Soil Description Notes (feet) M% Other 0 FILL: 2 INCHES Wood Chips overlying brown silty sand with gavel, medium dense, moist. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Brownish gray silty SAND with gravel, moderately cemented, dense, moist. 5 (SM) (Glacial Till) Test. Hole terminated at a depth of 5.5 feet below surface grades. No groundwater seepage encountered. 10 Figure 6 Pjw o.: A-1212 r7 I ILM 7-1 STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Job No.: 12-021 Location: Lot 9, Foster Tukwila, Washington Copyright 2015, SD-1-5 n n 1 • Plan 1-213-2853-3 July 28, 2015 REVtVVVED FOR CODE COMPLIANCE APPROVED OCT 14 2015 Ci Of Tu ila BUILDING DIVISION RFCtiVcD CITY OF TUKWILA AUG 1 12015 PERMIT CENTER cowaEcfaN LifliI .- SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292" a PL (360) 886-1017 Black Diamond, WA 98010 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 fora two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood 1-joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, Project 1-2-2853 Structural & Civil Consulting Engineers Job No. 12-021 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/08/13 Sht i Design Criteria International Building Code (IBC), 2012 LOADS DL 15 psf LL 25 psf DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph KZt 1.00 Exposure B Seismic Design Category D SpS 1.00 Response Factor 6.5 CS= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (V.n) Copyright 2013, SEGA Engineers SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Project L2-2853 Job No. 12-021 By: GAT Checked Date:02/21/12 Sht 1 Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf Flooring 0.5 psf 3/4" Plywood 2.3 2x12@12"oc 4.4 5/8" GWB 2.8 Misc. 1.5 11.5 psf Residential 40 psf Total Floor Load 51.5 psf 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 Residential 40 psf Total Deck Load 48.6 psf Siding 3.5 '/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 '/p 0 GWB 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA En 'veers PROJECT S%Structural & Civil Consulting Engineers 22934 SE 292nd Place JOB NO. I L 074 FIGURED BY 64 Black Diamond, Washington 98010 mi . g Z OF (360) 886-1017 CHECKED BY DATE 6,45y- GO S =/.� S� it -L doe, !�.Su f'L r t SYi. J" vi 2 B� vz Copyright 2012. SEGA Engineers SEGA Enineers Structural &Civil Consulting Engineers PROJECT 22939 SE 292nd Place JOB NO. �Z �,� Z,C FIGURED BY �_ Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATEp�=►HEET—.3 OF i L m,7Z( 3•z►'� (9•S`)Z P 10, 7,14 V � 2 ► ��-- vc CAL - Copyright 2012, SEGA Engineers SEGA En g *eers j PROJECT LZ — Z6 s--'S Structural & Civil Consulting Engineers 22939 SE 292nd Place -L JOB NO. ! Z _0' FIGURED BY 6A7' Black Diamond, Washington 98010 CHECKED BY DATE �1z�lj� sHmr 4 OF (360) 886-1017 0 7. R f� ' C9l'�� 4, z��— (jl')Co3$'`l�r)( z� � �3��h S/L �1t C•uS /z� Lo) T 1� s� 7-7-7-77 Aq� r ` 3 Zl`rr? , %Zy��•s- ttr �, ��Z�•$t` �uo.��)Z = 1) !,3 Z>r/v32'i♦z co,� 2 M Go VtZjZh o'7��u li °"' j �+a Rc� C � � /7' r� �Zx�rti'`iZ Copyright 2012, SEGA Engineers SEGA En im s PROJECT Structural & Civil Consulting Engineers LZ- 22939 SE 292nd Place JOB NO. 1 Z -0L ( FIGURED BY G 47 t Black Diamond, Washington 98010 CHECKED BY DATE 07/zj � SHEET S OF (360) 886-1017 Copyright 2015, SEGA Engineers SEGA Engineers Project L2-2853 Structural & Civil Consulting Engineers Job No. 12-021 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/08/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, SS > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wmof= (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.0ft) (9.5psf) = 25kips War= (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32kips W total = 57�ki ss 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 p.30 Eq. 28.6-1, Sect. 28.6.3 where, A = 1.00 0 -15 ft Exposure B Figure 28.6-1 1.00 20 ft = 1.00 25 ft = 1.00 30 ft 1.05 35 ft Ke = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po.15 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = ( 1.00 ) (1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05) (1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfb= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1 ft) (18.6psf) =13.8x0.6=8.3kips V,Is= (57ft) (10ft) (17.7psf) + (52ft) (5ft) (17.7psf) + (45ft) (5ft) (17.7psf) + (17ft) (5ft) (17.7psf) + (5ft) (Ift) (18.6 psf) =20.3 x 0.6 =12.2 kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA En ineers PROJECT LZ- Structural & Civil Consulting Engineers Jlr"n L - JOB NO. �Z ►fl� FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 1 (360) 886-1017 CHECKED BY DAT1 J/� SHM-7►OF t t �l Y e a zq-. 'w • D iY/ i J Jqw- � Z ?loop" _ UR= z, sod �OvL VP ..'a 3^4+4 jli3tt� 25 _ D4- =t"P4` Z3' 1, LWOPP Q rr MIt =a-1 Copyright 2012, SEGA Engineers SEGA Engineers i PROJECT / S-tructural & Civil Consulting Engineers GZ� �' JOB NO. 2 Z FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE/C. SHEET p OF (360) 886-1017 sf� w4t-A, 173.0 , : /SgP�iy D /1463' 1-j 7)10eAT -IFNI .i Copyright 2012. SEGA Engineers .i Copyright 2012. SEGA Engineers SEGA Engineers PROJECT LZ - Z,S s� /tructural & Civil Consulting Engineers JOB NO. Z - d Z f FIGURED BY 6A7- 22939 SE 292nd Place Black Diamond, Washington 98010 0"U (360) 886-1017 CHECKED BY DATE f/ZSHEET L?OF 31, gyp: Al Copyright 2012, SEGA Engineers S]EGA ]Engineers Structural & Civil Consulting Engineers 22939 SE 292nd Place a Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 SHEAR WALL KEY PLAN PROJECT L2-2853 JOB NO. 12-021 FIGURED BY CHAT CHECKED BY DATE 01/25/15 SHEET J OF J BENEJ j TO TO TO TOP RATE MAIN FLOOR A = 1063 SQ FT er � Q A =592 SQ FT ❑ ❑ W � � � W 2 U U) � � � � � W 2 U) m � M CD k \ \ \ E cc f E ƒ / ƒ d d dk\= 2k% = a d d d d o a \ n \ (0c kI @ A A 0 - - - \ m Li � d d t C) c / 2 CCD £ # n R 2\ g A A ? /2 3 3 3 f 2 0 o & 3 kcN Q $ x = x % f / E / E / ® $ / A A A zi\ E\_k tee& % 2 20— m m 5= 0 £ 2 o 0 \ 0 2ff c � 0 0 m = £ 0)c c 0 ( cca t m 2 d c S CoCL 2c� a)c/ % = o o a f �• § 4)�k Ui 2 0 0$ c f 7 g § — Z f _ c / 2 2 \ c c2N 2 $ 5 :3 ° $_ . / 0 % ( k k\ c o§ 7 \ . .» \E$R o E = e of0 &=E^ E^ c E$ £=I �k \ o % 2 e »mfC) E 00E K % 0 7 % 2\=m 2r �22 ® D 2 f' a E 2 2 2 2 L 4- k _ 2(D 2 a° L)c E —CM J� ��f E5 - M � ° o co / a=�= 0 2= x 2 C�a£ M 22 0co E2x �R \CN § Cof 'D 0 e 7 �2 = m¥ f£ — c 2 % % 5 �0 k cock a)k §Ef \2 0/ \CE2 ƒ$ mkt 7!2 CN co. k I Page 1 of 22 Job Truss Truss Type Ory Ply SOUNDBUILT NW/2603 3-CAR O.L.A/RD 2603-3_CP Al GABLE 1 1 Job Reference (optional) he Truss Go./ Tn-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Thu Aug 01 17:59:49 2013 Page 1 I D:u rGetCvylvMM bAo7gLAIDTyLJpo-mn7tazawFquVJZOwAaF3tdRl8?OaOapWaj94b9ys6fu -1-6-0 14-0-0 27.10-8 1-6-0 14-0-0 13.10-8 3x4 = Scale = 1:54.8 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 5x5 = L7 � L"---- OADING(psf) LCLL25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Roof Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 Nr 90 BCDL Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a 7.0 BCDL .0 CodeIRC20121rP12007 (Matrix) Weight: 135lb 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-10-8. (lb) - Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Grav All reactions 250 lb or less atjoint(s) 22, 2, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (15) 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) 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B. Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard �.�----�-" REVtVIIE,D FOR 'CMDE COMPLIANCE AppROVED OCT 14 2015 City f Tukwila BUILDING DIVISION `vf t 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 RECEIVED CITY OF TUKWILA JUN 0 3 2015 PERMIT CENTER Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Page 2 Af 22 Job Truss Truss Type City Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3 CP — A2 COMMON 3 1 Job Reference (optional) he Truss Co./ Tn-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Thu Aug 01 17:59:50 2013 Page 1 ID: urGetCvylvMM bAo7gLAl DTyLJpo-E_hFol bYO8OMxib6kl m IQgzlg PZW7xofpMvd8bys6ft -1-6-0 7-3-14 14-0-0 20-8-2 27-10.8 1-6-0 7-3-14 6-8-2 6-8-2 7-2-6 4x5 = Scale: 1/4"=1' -4x5 = 3x4 = 3x5 = 3x4 = 3x6 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow-25.0) plates Increase 1.15 TC 0.86 Vert(LL) -0.24 7-9 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.50 6-7 >656 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 6 n/a n/a acne 7 n Code IRC2012/TP12007 (Matrix) Weight: 95 lb FT = 16 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 6=966/Mechanical, 2=1064/0-5-8 (min. 0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(1-C 11), 2=-110(LC 10) Max Grav6=1096(LC 2), 2=1217(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/176, 3-10=-1882/131, 4-10=-1785/154, 4-11=-1793/158, 5-11=-1890/136, 5-6=-2190/181 BOT CHORD 2-9=-178/1944, 9-12=-38/1298, 12-13=-38/1298, 8-13=-38/1298, 7-8=-38/1298, 6-7=-113/1952 WEBS 4-7=-66/683, 5-7=-539/164, 4-9=-61/658, 3-9=-522/162 NOTES (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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been �SSdesigned for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. -1 t r' -J j -fit 5) This buss lias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r, 6) # Thls•truss tics 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 f -'chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 6 except Gt=lb) 2=110. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard r ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/FPI 1 Quality Criteria,DSBr89 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. An A AV the TRUS "CO. INC. Paae 3 of 22 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP A2A COMMON 2 1 Job Reference (optional) 5-—'y o�1U—my,—vvr., ioc 1.-5Jul oizuizrvuienmuusmes,Inc. inuA uI Irov:p, s r. ID:urGetCvylvMMbAo7gLAIDTyLJpo-iAEd?ecAnR8DZsAIH?HXy2 SAotnslCp'.---, ys6fs -1-6-0 7-3-14 14.0-0 20-8-2 27-10-8 1-6-0 7-3-14 6-8-2 6.8-2 7-2-6 3x5 = 4x5 = 3x4 = 2x4 II 4x7 = 3x4 = 3x7 2x4 II Scale = 1:52.3 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow-25.0)8.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.47 8-9 >705 360 MT20 185/148 TCLL Lumber Increase 1.15 BC 0.85 Vert(TL) -0.63 8-9 >525 240 0. BCDL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 Na n/a BCDL 70 Code IRC2012/TP12007 (Matrix) Weight: 106lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing be installed W3: 2x4 HF No.2 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1 01 2/Mechanical, 2=1110/0-5-8 (min. 0-2-3) Max Horz2=84(LC 10) Max UpliftB=-97(LC 11), 2=-122(LC 10) Max Grav8=1199(LC 2), 2=1320(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2464/197, 3-18=-2172/152, 4-18=-2102/165, 4-5=-293/60, 5-0=-285/58, 6-19=-2112/171, 7-19=-2187/158,7-8=-2486/205 BOT CHORD 2-11=-197/2177,11-20=-79/1766,20-21=-79/1766,10-21=-79/1766,9-10=-79/1766,8-9=-134/2203 WEBS 6-9=-57/643, 7-9=-518/164, 4-11=-51/610, 3-11=482/158, 4-6=-1526/125 NOTES (13) 1) 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 2) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=122. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-5=-53, 5-8=-53, 2-8=-14 Concentrated Loads (Ib) Vert:20=-84 21=-84 ! 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 i /1 `lW7 l9969 41® �sto IS Tel I�NAL Digitally signed by: Terry L. Powell, P.E. AA tY1GTRUSSCO. INC. Panp AAf 99 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP A3 COMMON 1 1 Job Reference (optional) ur , iu uinnm vvn, cuymm vn 1 0—mu,— vv ou /.JJU 5 Jul 3I LV I L IVII I eK mausrnes, inc' I nu Aui i vov:J7 zui i eage 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-iAEd?ecAnR8DZsAIH?HXy2U SFotoslDplOeBg1ys6fs -1-6-0 7-3-14 14-0-0 20-8-2 28-0-0 1-6-0 7-3-14 6-8-2 6-8-2 7-3-14 3x5 = 4x5 - 3x4 = 2x4 II 47 = 3x4 = 45 2x4 11 Scale = 1:52.4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0) Plates Increase 1.15 TC 0.94 Vert(LL) -0.47 8-9 >708 360 MT20 1851148 BCDL Lumber Increase 1.15 BC 0.85 Vert(TL) -0.62 8-9 >530 240 0.0 BCDL ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a 7.0 BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 107 Ito FT= 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing be installed W3: 2x4 HF No.2 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1011/0-5-8 (min. 0-2-0), 2=1109/0-5-8 (min. 0-2-3) Max Horz 2=84(LC 10) Max Uplift8=-96(LC 11), 2=-122(LC 10) Max Grav8=1198(LC 2). 2=1319(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2462/197, 3-18=-2170/152, 4-18=-2099/165, 4-5=-292/59, 5-6=-285/58, 6-19=-2108/170, 7-19=-2182/158, 7-8=-2480/204 BOT CHORD 2-11=-197/2175, 11-20=-79/1764, 20-21=-79/1764, 10-21=-79/1764, 9-10=-79/1764, 8-9=-134/2196 WEBS 6-9=-57/640, 7-9=-514/163, 4-11=-51/610, 3-11=-482/158, 4-6=-1523/125 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 8 except Qt=lb) 2=122. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ito down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-53, 5-8=-54, 2-8=-14 Concentrated Loads (Ib) Vert:20=-84 21=-84 ! 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 ANSVfPI 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. Pane 5 of 22 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP A4 COMMON 3 1 Job Reference (optional) nrwunq i .., omnuw vvn, �uyrnie vrt , ouinnywn vvn, i JC /.3Du s JUI 3l zu I z mi I eK Ineusines, Inc. i nU Aug U1 1 /:by:b2: Page 1 I D:urGetCvylvMM bAo7gLAIDTyLJ po-AMoOC—doYIG4A01VrjomVF3eDCD?blXyGgOkCTys6fr -1-6-1 7-3-14 14-0-0 20-8.2 28-0-0 29i 1-fr0 7-3-14 6.8-2 6-8-2 7-3-14 1-10 3x5 = »n� — 3x4 = 2x4 II 4x7 = 3x4 = 4x5 = 2x4 11 Scale = 1:52.5 LOADING(psf)SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1,15 TC 0.86 Vert(LL) -0.46 12 >725 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.61 10-12 >541 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.09 8 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 109 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing be installed W3: 2x4 HF No.2 durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1106/0-5-8 (min. 0-2-3), 8=1106/0-5-8 (min. 0-2-3) Max Horz2=77(LC 14) - Max Uplift2=-122(LC 10), 8=-122(LC 11) Max Grav2=1316(LC 2), 8=1316(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2453/197, 3-19=-2160/152, 4-19=-2089/164, 4-5=-287/58, 56=-287/58, 6-20=-2089/164, 7-20=-2160/1,52, 7-8=-2453/197 BOT CHORD 2-12=-1 89/2168, 12-21 =-71/1753, 21-22=-71/1753, 11-22=-71/1753, 10-11 =-71/1753, 8-1 0=-1 12/2168 WEBS 6-10=-52/619, 7-10=-496/159, 4-12=-52/619, 3-12=-496/159, 46=-1516/123 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=122, 8=122. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) This truss is designed for a creep factor of 1,25, which is used to calculate the total lead deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-53, 5-9=-53, 2-8=-14 Concentrated Loads (lb) Vert: 21=-84 22=-84 ! 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'OnoSio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. dA theTRUSSco. INC. Panes R rnf 99 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP A5 COMMON 4 1 Job Reference (optional) he i runs w.i n-i uunry i rubs, Sumner vvm r tugene um r cuningron vvA, I St /.3bU S Jul 31 2012 MITek Industnes, Inc. Thu Aug 01 17:59:52 2013 Page 1 ID: urGetCvylvMM bAo7gLAl DTyLJpo-AMoOC_doYIG4AOIVrjomVF3eACF4brLyGgOkCTys6fr -1-6-0 7-3-14 14-0-0 20-8-2 27-9-0 1-6-0 7-3-14 6-8-2 6-8-2 7-0-14 45 = Scale: 1 /4"=1' 45 = 3x4 = 3x5 = 3x4 = 45 = LOADING(psf) TCLL 25.0 (Roof Snow=2 8.0 TCLL BCDL 0.0 BCDL ' SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.86 BC 0.72 WB 0.41 (Matrix) DEFL in Vert(LL) -0.24 Vert(TL) -0.50 Horz(TL) 0.09 (loc) I/defl Ud 7-9 >999 360 2-9 >657 240 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 95 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Fd urin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=965/Mechanical, 2=1063/0-5-8 (min. 0-2-0) Max Horz2=84(LC 10) Max Uplift6=-84(LC 11), 2=-110(LC 10) Max Grav6=1094(LC 2), 2=1215(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2197/176, 3-10=-1878/131, 4-10=-1781/153, 4-11=-1785/158, 5-11=-1882/135, 5-6=-2179/180 BOT CHORD 2-9=-178/1940, 9-12=-37/1294, 12-13=-37/1294, 8-13=-37/1294, 7-8=-37/1294, 6-7=-112/1940 WEBS 4-7=-66/677, 5-7=-533/163, 4-9=-61/658, 3-9=-521/162 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=-1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 6 except Qt=lb) 2=110. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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. Page 7 of 22 Job Truss Truss Type pry Ply 2603-3 CP A6 GABLE 1 1 �SOUNDBUILTNW/2603-3-CARO.L.A/RD Job Reference (optional) ne I russ uo./ I n-uounty I Nss, Sumner WA / tugene off / bunington WA, I St 7.350 s Jul 31 2012 MiTek Industries, Inc. Thu Aug 01 17:59:53 2013 Page 1 I D: u rGetCvylvMM bAo7gLAl DTyLJpo-eZMOQKdRJ3OxoAKhPQJ? 1 Tb-7clVKNo6VK7Hkvvys6fq -1-6-0 14-0-0 27-9-0 1-6.0 14-0-0 13-9-0 3x4 = 11 12 13 Scale = 1:50.4 3x4 = 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = 5x5 = 27-9-0 2790 Plate Offsets (X,Y): [12:0-2-0,Edge] [30:0-2-8 0-3-0] LOADING(psf) TOLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow-- Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 1 Nr 90 BCLL 0.0" Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 22 n/a n/a Rcn1 7 n Code IRC20121TPI2007 (Matrix) Weight: 135lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-7-8. (Ib) - Max Horz2=84(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23 Max Grav All reactions 250 Ito or less at joint(s) 22, 2, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (15) 1) 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2, 40, 39, 38, 37, 36, 35, 34, 33, 30, 29, 28, 27, 26, 25, 24, 23. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15) 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 8of22 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3 CP A7 SCISSORS 6 1 Job Reference (optional) I ne I russ co./ I n-county I Nss, bumner VVA / tugene UK / uunington vvA, I tit 7.350 s Jul 31 2012 MITek Industries, Inc. Thu Aug 01 17:59:54 2013 Page 1 I D: urGetCvylvM MbAo7gLAl DTyLJ po-6lwmdge34M WoQKutz8gEag8y30tL3dyFLtrHMys6fp -1-6-0 7-8-13 14-0-0 20-3.3 27-9-0 1 1-6-0 I 7-8-13 6-3-3 6-3-3 1- 7-5.13 4x5 I I Scale = 1:48.8 13-9-0 2x4 11 LOADING(psf) TCLL 25.0 SPACING 2-% CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0) Plates Increase 1.15 TC 0.96 Vert(LL) -0.42 8-9 >781 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.76 8-9 >431 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.47 6 Na n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix) Weight: 120 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2: 2x4 DF No.1&Btr JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing be installed W2: 2x4 HF No.2 duril truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=922/Mechanical, 2=1021/0-5-8 (min. 0-1-15) Max Horz2=84(LC 10) Max Uplifl6=-83(LC 11), 2=-110(LC 10) Max Grav6=1093(LC 2),2=1214(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3973/296, 3-15=-2795/121, 4-15=-2707/142, 4-16=-2707/155, 5-16=-2795/134, 5-6=-3978/238 BOT CHORD 2-9=-297/3637, 8-9=-296/3635, 7-8=-170/3638, 6-7=-172/3643 WEBS 4-8=-42/1712, 3-9=0/254, 5-7=0/255, 3-8=-1188/225, 5-8=-1221/237 NOTES (13) 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) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=1b) 2=110. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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'Onoliio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. the'�RUSSco. INC. Pace 9 of 22 Job Truss Truss Type City Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP B1 COMMON 1 1 Job Reference (optional) ne i ru- l — i 11-Wurlty i 1u-, ourIlr— vvm I muyunv um / ourllriywrl vm, 1 ac /.dJU 5 J 11 .51 LU1 L MI I eK m0usmes, Inc. I nU Aug U1 1 LU13 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-axUBrOfhrgef1 UT4WrLT7uhFOQI Wo3uPyecOpoys6fo 32-30-a0-8 0 -0.2-a-9 ' 8x8 /i MUS26 MUS26 Scale = 1:39.7 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--25.0)8.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.09 7-8 >999 360 MT20 185/148 TCDL Lumber Increase 1.15 BC 0.68 Vert(TL) -0.15 7-8 >901 240 0.0 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.03 6 Na Na acnl 7 n Code IRC2012ITPI2007 (Matrix) Weight: 62 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=2847/0-5-8 (min. 0-3-5), 2=2876/0-5-8 (min. 0-3-5) Max Horz2=93(LC 7) Max Uplift6=-279(LC 11), 2=-291(LC 10) Max Grav6=3331(LC 2), 2=3321(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4189/352, 3-9=-4051/370,4-9=-4010/377, 4-10=-4110/399, 5-10=-4155/386, 5-6=-4269/360 BOT CHORD 2-11=-278/3206, 8-11=-278/3206, 8-12=-163/2303, 7-12=-163/2303, 7-13=-257/3298, 6-13=-257/3298 WEBS - 4-7=-271/2644, 4-8=-235/2424 NOTES (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 right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=279, 2=291. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl1TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tie MUS26 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) A2 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-53, 4-6=-53, 2-6=-14 Concentrated Loads (lb) Vert: 7=-998(B) 8=-952(B) 11=-952(B) 12=-952(B) 13=-998(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 ofthe 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 O W t9 fm a!STel N�1'L Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. D. o 10 �fo0 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP B2 GABLE 1 1 Job Reference (optional) ID:urGetCvylvMMbAo7gLAIDTyLJpo-282W2MgJo mWfd2G4Ztif5D GpnyX17YBIMyLFys6fn 6-0-0 12-0-0 13-s-o 1-6-0 6-0-0 6-0-0 1-s-0 2 E 2x4 11 9.00 12 5 X:< 2x4 11 3 3x4 = 21 20 19 18 17 16 15 14 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 1 3x4 = Scale = 1:39.2 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--25.0) plates Increase 1.15 TC 0.15 Vert(LL) 0.01 13 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 13 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 77.0 Code IRC2012/TPI2007 (Matrix) Weight: 58 lb FT = 16 LUMBER TOP CHORD 2x4 HF No.2 SOT 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. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-0-0. (lb) - Max Horz2=-86(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 20, 19, 18, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 21, 20, 19, 18, 17, 16, 15, 14 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 20, 19, 18, 16, 15, 14. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erect##'on and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate lnstitute, 583 D'Onofrio Drive, Madison, Wl 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Paae 11 of 22 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP C1 COMMON 1 2 Job Reference (optional) i he Truss Co.i i n-t,ounry T russ, Sumner vvv i rugene um r e+uningron vvA, i St /.35u s Jul 31 zutE MI I ex Industnes, Inc. Thu Aug 01 17:59:57 2013 Page 1 ID: u rGetCvylvMMbAo7gLAl DTyLJpo-XKcvGihxNHuM H ndSeGOxCJmZzD?yG3HhQy5Vthys6fm 5-3-8 10 0-0 1a a e zo-o o z16 0 5-3-8 48-8 48-8 5-3-8 11�a-0 LOADING (psf) SPACING 2-0-0 TCLL 25.0 8.0 Plates Increase 1.15 (Roof Snow--25.0) Lumber Increase 1.15 TCDL .0 Rep Stress Incr NO BOLL 0.0 ' Code IRC20127rP12007 LUMBER TOP CHORD 2x4 HF No.2 SOT CHORD 2x6 DF 240OF 2.0E WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 4x6 II i.wo�o Mw 3x7 II 1V1U <Q vxo — 3x7 II Muoza MUS26 8x8 = MUS26 MUS26 MUS26 MUS26 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.60 Vert(LL) -0.12 9-10 -999 360 MT20 185/148 BC 0.55 Vert(TL) -0.21 9-10 >999 240 WB 0.62 Horz(TL) 0.05 5 n/a n/a (Matrix) Weight: 209 lb FT = 16 % BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=5726/0-5-8 (min. 0-2-14), 5=5699/0-5-8 (min. 0-2-13) Max Herz1=-146(LC 6) Max U pliftl =-544(LC 10), 5=-554(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7797/748,2-11=-5174/526, 3-11=-5095/551, 3-12=-5095/553,4-12=-5174/528, 4-5=-75931718 BOT CHORD 1-13=-602/6115, 13-14=-602/6115, 10-14=-602/6115, 10-15=-602/6115, 15-16=-602/6115, 9-16=-602/6115, 8-9=-511/5952, 8-17=-511/5952, 17-1 8=-511/5952, 7-18=-511/5952, 7-1 9=-511/5952, 19-20=-511/5952,5-20=-511/5952 WEBS 3-9=-586/5874, 4-9=-2466/327, 4-7=-233/2855, 2-9=-2686/358, 2-10=-270/3112 NOTES (17) 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; 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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Concentrated loads from layout are not present in Load Case(s): #2 Snow Only; 98 MWFRS Wind Left Positive; #9 MWFRS Wind Right Positive; #14 MWFRS 1st Wind Parallel Positive; #15 MWFRS 2nd Wind Parallel Positive; #17 Unbal.Snow Only -Left; #18 Unbal.Snow Only -Right; #19 Live Only; #23 MWFRS Wind Left Positive + Snow; #24 MWFRS Wind Right Positive + Snow; #25 MWFRS 1st Wind Parallel Positive + Snow; 426 MWFRS 2nd Wind Parallel Positive + Snow. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=544, 5=554. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie MUS26 (6-1Od Girder, 6-1Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) A5 (1 ply 2x4 HF) to front face of bottom chord. 14) Use Simpson Strong -Tie MUS26 (6-10d Girder, 4-1Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 18-0-12 to connect truss(es) A7 (1 ply 2x4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits Contivitletherioagdal use of this component. I ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 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: 3/16"=l' Digitally signed by: Terry L. Powell, P.E. tYl@TRUSSCO. INC. Pan,- 19 of 99 Job Truss Truss Type tatty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3 CP C1 COMMON 1 2 Job Reference (optional) ••—,,•r „- . ......y..... , i.00a s dui o i Za i nvu i eK mausmes, mc. rnu Hu ui?yGr ro3Hy:wh0y5Vthys6fm zui s rage z 17) All dimensions given in feet -inches -sixteenths (FFIISS) format. ID:urGetCvylvMMbAo7gLAIDTyLJpo-XKcvGihxNHuMHndSeGOxCJm D LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-6=-53, 1-5=-14 Concentrated Loads (lb) Vert: 9=-1079(F) 13=-1180(F) 14=-1180(F) 15=-1180(F) 16=-1079(F) 17=-1079(F) 18=-1079(F) 19=-1079(F) 20=-1079(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. i theTRLTSSCO. INC. Pang 1 S of 99 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3 CP C2 SCISSOR 6 1 Job Reference (optional) ne i iuss w., n-wunry i iu , Sumner vvN r cugene um r ounmgton vvr,, i Sc r.35u s JUI 31 ZU12 MI I eK moustnes, Inc. I nU Aug 01 11:59:57 2013 Pagel ID:urGetCvylvMMbAo7gLAIDTyLJpo-XKcvGihxNHuMHndSeGOxCJmdlD1 cG21 hQy5Vthys6fm Si-14 10-0-0 14.10-2 20-0-0 21-6-0 5-1-14 4-10-2 4-10-2 5-1-14 1-6-0 44 = Scale = 1:56.4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc)/deft Ud PLATES GRIP (Roof Snow--25.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 8 >999 360 MT20 185/148 TCLL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.21 7-8 >999 240 .0 BOLL 0.0' Rep Stress Incr YES WB 0.70 Horz(TL) 0.21 5 n/a n/a acro 7 n Code IRC2012/TPI2007 (Matrix) Weight: 76lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pur ins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=655/0-5-8 (min. 0-1-8), 5=756/0-5-8 (min. 0-1-8) Max Horzl=-147(LC 8) Max Upliftl=-47(LC 10), 5=-73(LC 11) Max Gravl=777(LC 2), 5=901(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1895/147, 2-10=-1317/39, 3-10=-1213/64, 3-11=-1213/85, 4-11=-1316/60, 4-5=-1859/61 BOT CHORD 1-9=-149/1512, 8-9=-147/1506, 7-8=-1/1471, 5-7=-0/1469 WEBS 3-8=-24/1162, 4-8=-440/176, 2-8=-486/178 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) All dimensions given in feet -inches -sixteenths (FFIISS) formal. 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 Digitally signed by: Terry L. Powell, P.E. . A - tYIeTRUS$CO. INC. Paae 14 of 22 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP C3 GABLE 1 1 Job Reference (optional) he Truss Co.i i n-County Truss, Sumner vvH i tugene uK i nunington vvv, TSt /.3b0 s Jul 31 2012 MiTek Industnes, Inc. Thu Aug 01 17:59:58 2013 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-?W9HT1 hZ8bODuxCeCzvAkWJrQdOo?eDrecr2Q7ys6fl 5-2-3 10-0-0 14-9-13 20-0-0 21-0-0 5-2-3 4-9-13 + 4-9-13 44 = 3x5 xi 3x5 Z� 3x5 i 3 4 5 18 17 16 15 14 13 12 11 10 9 3x5 II 3x4 II Scale = 1:65.6 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--25.0) Plates Plates Increase 1.15 TC 0.17 Vert(LL) -0.10 13-14 >999 360 MT20 185/148 TCDL 8.0 Increase 1.15 BC 0.38 Vert(TL) -0.17 13-14 >669 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.13 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 152 lb FT = 16 LUMBER BRACING TOP CHORD 2x4 HF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2x4 HF Stud durin truss erection in accordance with Stabilizer Installation uide. OTHERS 2x4 HF Stud REACTIONS All bearings 6-5-8. (lb) - Max Horz 1=-146(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 18, 15, 12, 9 except 16=-116(LC 2), 11=-120(LC 2) Max Grav All reactions 250 lb or less at joint(s) 18, 17, 16, 15, 12, 11, 10, 9 except 1=531(LC 21), 7=675(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-886/66, 2-41=-782/103, 3-41=-691/117, 34=-625/118, 4-5=-634/128, 5-42=-701/127, 6-42=-791/114, 6-7=-878/59 BOT CHORD 1-18=-53/721, 17-18=-53/721, 16-17=-531721, 15-16=-53/721, 14-15=-53/721, 14-39=0/468, 39-40=0/468, 13-40=0/468, 12-13=0/649, 11-12=0/649, 10-11=0/649, 9-10=0/649, 7-9=0/649 WEBS 2-14=-321/156, 4-14=-78/367, 4-13=-83/372, 6-13=-308/155 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 right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow), Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 18, 15, 12, 9 except Qt=lb) 16=116, 11=120. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss is designed for a creep factor of 1,25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paoe 15 of 22 Job Truss Truss Type Qry Ply SOUNDBUILT NWI2603 3 CAR O.L.A/RD 2603-3 CP D1 MONO TRUSS 6 1 Job Reference (optional) i ne i russ Cu.i i n-C-ounry i russ, aumner vvH i tugene um r cuningron vvv, i at r.s= s Jul 31 zulz Mi 1 eK maustnes, Inc. Thu Aug 01 17:59:59 2013 Page 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-TjjfgNiBvv94W5ndhQPHkrOW1 pek6Q_tGacyays6fk •1-6-0 1-11-8 1-6.0 1-11-8 Scale = 1:9.1 3x4 =1 LOADING(psf) TCLL 25.0 TCLL SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=28.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 2 >999 360 MT20 185/148 TCLL Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 0 BCDL ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na 7.0.0 BCDL Code IRC2012/TP12007 (Matrix) Weight: 7 lb FT = 16 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=179/0-5-8 (min. 0-1-8), 3=23/0-1-8 (min. 0-1-8) Max Horz2=26(LC 9) Max Uplift2=-70(LC 6), 3=-18(LC 16) Max Grav2=218(LC 17), 3=33(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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 right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/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 d 7«tt 199b9 ti AFC/STIM k.-MAL Digitally signed by: Terry L. Powell, P.E. AA theTRUSSco. INC. Paae 16 of 22 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP 02 MONO TRUSS 4 1 Job Reference (optional) I ne Truss Go./ I n-uounty I russ, Sumner WA / Eugene OR / 6unington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Thu Augg 01 17:59:59 2013 Pagel ID:urGetCvylvMMbAo7gLAIDTyLJpo-TjjfgNiBvv94W5nrihQPHkrOW1 oVk6Q—tGacyays6fk 3x4 = 0-11-8 0-11-8 Scale = 1:7.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) 0.00 2 >999 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) 0.00 2 >999 240 TCDL 8.0 BCLL 00.0 a Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL Code IRC2012/TPI2007 (Matrix) Weight: 4 lb FT = 16% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS (lb/size) 2=186/0-5-8 (min. 0-1-8), 4=42/Mechanical Max Horz2=30(LC 6) Max Uplift2=-90(LC 6), 4=-53(LC 2) Max Grav2=228(LC 2), 4=30(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection, in accordance with Stabilizer Installation guide. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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 I Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, Wl 53719 [a] O l99b9 > tip ��CISrE� `rf�1VAL Digitally signed by: Terry L. Powell, P.E. I theTRUSSCO. INC. Paae 17 of 22 Job Truss Truss Type Qty Ply NW/2603-3-CAR O.L.A/RD 2603-3CP D3 MONO TRUSS 1 TbSCOUNDBUILT Reference (optional) ne I russ Go.r i n-County Truss, Sumner vvA i rugene um r nunington vvA, I St 3x4 = 1.6bu s Jul 31 2ulz MI I eK Inaustnes, Inc. Thu Aug 01 17:59:59 2013 Pagel ID:urGetCvylvMMbAo7gLAIDTyLJpo-TjjfgNiBvv94W5ndhQPHkr271pek6Q tGacyays6fk 1-i1-8 I 4.00 F1T Scale = 1:9.1 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL n (loc) I/deft L/d PLATES GRIP (Roof Snow 2 Plates Increase 1.15 TIC0.05 Vert(LL) -0.00 1 >999 360 MT20 185/148 TCLL 8.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 1-3 >999 240 BCDL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL Code IRC2012/TP12007 (Matrix) Weight: 5 lb FT = 16 % LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=60/0-5-8 (min. 0-1-8), 2�0/0-1-8 (min. 0-1-8) Max Horz1=19(LC 9) Max Upliftl=-7(LC 6), 2=-1O(LC 10) Max Grav1=71(LC 2), 2=71(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (13) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Page 18 of 22 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP E GABLE 1 1 Job Reference (optional) The Truss Cod Tn-County Truss, Sumner WA / Eugene OR / Burlington WA, TSE 7.350 s Jul 31 2012 MiTek Industries, Inc. Thu Aug 01 18:00:00 2013 Page 1 ID: urGetCvylvMM bAo7gLAl DTyLJpo-xvH 1 ujjggCHx8FM 1 JOxegxOB 1 R81 TZ586wK9U0ys6fj -1-6-0 10-0-0 20-0-0 21-6-0 1-6-0 10-0-0 10-0-0 1-6-0 Scale=1:36.0 3x4 = 8 9 10 uxv — 29 28 27 26 25 24 23 22 21 20 19 18 SX4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 17 n/r 120 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 17 n/r 90 TCDL 8.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Weight: 851b FT= 16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb) - Max Horz2=-57(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 18, 19, 20, 21, 22, 29, 28, 27, 26, 25 Max Grav All reactions 250 lb or less at joint(s) 2, 16, 18, 19, 20, 21, 22, 23, 29, 28, 27, 26, 25, 24 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (15) 1) 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 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 18, 19, 20, 21, 22, 29, 28, 27, 26, 25. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15) 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 I 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 19 of 22 Job Truss Truss Type pry Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP E1 COMMON 5 1 Job Reference (optional) rle I rush l — I n-t,uun[y I rubs, JUfilner VVA / Cuyerle UM I ourunywn VVA, I JC f—iou s JUI G7 zu1Z MI I eK Inauslnes, mc. i nU AU u1 1 n:UU:01 2U13 t'age 1 ID:urGetCvylvMMbAo7gLAIDTyLJpo-P5rP53kSQWPoIPxDt6StM9x FgK6CwLHKa3i0Sys6fi •1-6-0 6-11-8 10-0-0 13-0-8 20-0-0 21b-0 1 Fa0 6-11-8 3-0-8 3-0-8 6-11-8 1-6-0 Scale = 1:36.4 4x4 = 3x8 = LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) plates Increase 1.15 TC 0.52 Vert(LL) -0.19 6-8 >999 360 MT20 185/148 TCLL 8.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.40 6-8 >593 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 6 n/a n/a arnl 7 0 Code IRC2012/TP12007 (Matrix) Weight: 66 lb FT = 16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=75210-5-8 (min. 0-1-8), 6=752/0-5-8 (min. 0-1-8) Max Horz2=-57(LC 11) Max Uplift2=-85(LC 10), 6=-85(LC 11) Max Grav2=896(LC 2), 6=896(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1403/96, 3-9=-1246/108, 3-4=-1066/68, 4-5=-1066/68, 5-10=-1246/108, 6-10=-1403/96 BOT CHORD 2-8=-89/1211, 6-8=-32/1211 WEBS 4-8=-31/702, 5-8=-454/128, 3-8=-454/128 NOTES (11) 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 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) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard ! WARNING! — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 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 Digitally signed by: Terry L. Powell, P.E. AA theTRUSSCO. INC. Paae 20 of 22 Job Truss Truss Type Oty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP F GABLE 1 1 Job Reference (optional) i rie 1 ivaa wr i I1--illy i ivaa, ounir lei vvm r cuyene vm i Durnng[un vvv, I'm t.3Ju s JUI 3l LUIC mi I eK Inausines, Inc. I nu AU U1 1,,,u,,, L rage 1 ID:bvmJZd5GjUvrjUt4LLjU_WzOm8s-P5rP53kSQWPolPxDt6StM9xM gUwCOAHKa3i0Sys6fi -1-6-0 3-&0 7-0-o 8-6-0 I o ' 3-6-0 3-61 i 1-&0 6x8 = Scale = 1:30.1 LOADING(psf) TCLL 25.0 (Roof Snow--25.0) TCDL 8.0 BCDL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plates Plates Increase 1.15 Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.18 BC 0.10 WB 0.05 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) I/deft Ud 2-6 >999 360 2-6 >999 240 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 37lb 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 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=314/0-3-8 (min. 0-1-8), 4=31410-3-8 (min. 0-1-8) Max Horz2=49(LC 7) Max Uplift2=-43(LC 10), 4=44(LC 11) Max Grav2=377(LC 2), 4=377(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-271/7, 4-12=-271/6 NOTES (13) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B, Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 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) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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 I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719i Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. Paae 21 of 22 Job Truss Truss Type pry Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3_CP F1 COMMON 6 1 Job Reference (optional) i ne i russ co.i i n-county i russ, Sumner vvv i eugene uK r curnngton vvA, i se 1.35u s Jui 31 2u12 Mi I eK Industnes, inc Thu Aug 01 18:00:02 2013 Pagel ID:AsVIPVLXjz1 BtHnDHgwjOoz7—Km-tHPoJPk4BgXfNYWQRpz6vMT0uEl CxSeQZEpGZuys6fh -1-6-0 7-0-0 14-0-0 15-6-0 1-6-0 7-0-0 7-0-0 1-6-0 Scale = 1:26.6 4x4 = 7.0-0 7-0-0 LOADING(psf) TCLL 25.0 TCLL SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 2 Plates Increase 1.15 TC 0.72 Vert(LL) -0.07 2-6 >999 360 MT20 185/148 TCLL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.13 2-6 >999 240 BCDL 0.0' Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL Code IRC2012/TPI2007 (Matrix) Weight: 43 lb FT = 16 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be instal led Fdurin truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=550/0-5-8 (min. 0-1-8), 4=550/0-5-8 (min. 0-1-8) Max Horz2=34(LC 14) Max Uplift2=-99(LC 6), 4=-99(LC 7) Max Grav2=656(LC 2), 4=656(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-887/26, 3-7=-808/35, 3-8=-808/35, 4-8=-887/26 BOT CHORD 2-0=0/763, 4-6=07763 WEBS 3-6=0/285 NOTES (11) 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) TCLL: ASCE 7-10, Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 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) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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 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 theTItVSSco. INC. Paae 22 4 f 22 Job Truss Truss Type Qty Ply SOUNDBUILT NW/2603-3-CAR O.L.A/RD 2603-3 CP — F2 GABLE 1 1 Job Reference (optional) ne i russ Co.r i n-i,ouncy i russ, oumner vvm r rugene um r cuning[on vvA, i at /.35U s Jul 31 ZU12 Mi I eK Inclustnes, Inc. I nu Aug 01 16:00:02 2013 Page 1 ID:AsVIPVLXjzl BtHnDHgwjOoz7—Km-tHPoJPk4BgXfNYWQRpz6vMTXLE14xSeQZEpGZuys6fh -1-6-0 7-0-0 14-0-0 15.6-0 1 1-6-0 7-0-0 7-0-0 1-1 Scale = 1:27.0 48 = 2x4 11 3 2x4 11 2x4 II 4x12 = LOADING(psq TCLL 25.0 (Roof Snow 25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.18 BC 0.42 WB 0.10 (Matrix) DEFL in Vert(LL) -0.07 Vert(TL) -0.13 Horz(TL) 0.02 (loc) I/deft Ud 2-6 >999 360 2-6 >999 240 4 n/a n/a PLATES GRIP MT20 1851148 Weight: 60lb FT= 16% LUMBER BRACING TOP CHORD 2x4 HF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud durin truss erection in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=550/0-5-8 (min. 0-1-8), 4=550/0-5-8 (min. 0-1-8) Max Horz2=32(LC 10) Max Uplift2=-99(LC 6), 4=-99(LC 7) Max Grav2=656(LC 2), 4=656(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-934/27, 3-15=-860/36, 3-16=-860/35, 4-16=-934/27 BOT CHORD 2-6=0/817, 4-6=0/818 WEBS 3-6=0/285 NOTES (13) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B, Partially Exp.; Ct=-1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) 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. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 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 9 19969 8103/13 Digitally signed by: Terry L. Powell, P.E. theTRUSSCO. INC. AA theTBOSSeo. h BUILDING SUPPLY INC. SOUNDBUILT NW G-LT JOB DESCR. SUBMITTALS 12603-3-CAR W-O. L.AMP T.S. F 08-01-1RD 1 260 ptember 22, 2015 Appl. #- D15-0123 To Whom It May Concern: I have reviewed the City of Tukwila's Correction Letter dated September 14, 2015 and my comments are below: Building Services: 1. Main Floor was changed to show the intended 2-car garage. 2. There will be no man door off of garage, therefore no stoop will be on side of house. I appreciate your review. Please don't hesitate to contact me for fi rther questions/clarification at 253-826-7808 or via email at shawna@landmarkplans.com. Shawna Blackburn Landmark Design City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 14, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0123 FOSTER LANE - LOT 2 - 14418 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: PLANNING - DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. 1) The "Main Floor Plan" shown on sheet 2 includes a 3-car garage and does not match the site plan, framing plans, and elevation drawings. Please revise plan sheets for consistency, so that we may accurately assess setback distances, parking, and driveway width. 2) A concrete stoop is shown within the side yard setback area on the west side of the house. It appears the stoop will be associated with a door on the west side of the house, but the elevation drawings do not show this door. Please indicate the height of the proposed stoop and any associated structures (railings roof covering, etc.), and revise elevation drawings to show the doorway. 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at (206) 433-7165. Sincerely, " r" - M Rachelle Ripley2 Permit Technician File No. D15-0123 6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 23, 2015 MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMB OSFR Permit Application Number D15-0123 FOSTER LANE - LOT 2 - 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 1 lxl7 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. The attic access in the upstairs bonus room appears to be too close to the exterior wall where it would not be practical for access due to the limited height above the ceiling rafters. There is no cross section with dimensions to accurately determine clearances. Depending on the height of the scissor trusses and the amount of insulation, the location shall need to be relocated to meet the code for head room and access. If headroom is not sufficient, another alternative would be necessary to eliminate the access and show other type or method of insulation with roof ventilation and baffling. Please revise or provide the necessary information or details for clarification. 2. The roof framing plan shows rafters over the entry section with a curved line attachment to each of those rafters, however there is no notes or detail specification for those rafters. Please clarify or provide the details and notes. 3. Some details (G, H, I, J, Wall Section and Section A) on sheet 3 show the insulation symbols distorted or enlarged and some notes that run over other notes. Revise as necessary for clarification. 4. On the elevation plan sheet 1, show elevations as North, East, South and West. 5. On a site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. A discharge system shall generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications and dimensions or where the discharge pipe shall terminate to an approved culvert with screening or storm drain. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 6. Provide elevation benchmarks for the site with finish floor elevation shown in relation to street elevation and/or corner lot elevation benchmarks. 7. The dining room shows a coffer with Elevation A and Elevation B. Please provide those elevations or indicate where it can be found in the plans. Include a detail for the coffer. Also there is a key note E 3 below the dining room. I assume it is the archway detail E-3. Also F 2 on the upper floor plan. Please provide clarification on the plan. 8. 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. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • The location of the nearest fire hydrant is not shown on the abbreviated site plan. A fire hydrant is required to be within 150 ft. of the structure measured via vehicular travel. Please show to scale, the location of the nearest fire hydrant. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • Minimum roof pitch is 5:12. Roof line must be corrected to construct to this minimum. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Provide a complete Public Works fee estimate sheet for this Building permit. (See enclosed.) 2) A Transportation Impact Fee applies to this Building Permit (see PW Bulletin A3-enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 3) Lot 2 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 I I" site plan that was submitted doesn't match the plat design and didn't show 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 plan. 4) Site plan shall show existing and proposed contours, WM location, water, sewer, power/telecom service to the house, on site storm drainage system including roof downspouts and foundation drains connection, driveway gravel strip, house FF elevation, drainage flow arrows across new driveway and spot elevations. 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. D15-0123 `HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0123 DATE: 09/22/15 PROJECT NAME: FOSTER LANE - LOT 2 SITE ADDRESS: 14418 44 LANE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ PRELIMINARY REVIEW: Not Applicable . ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: �P, Arc, JVM-K Fire Prevention ❑ Planning Division 8 Structural ❑ Permit Coordinator it ILATE: 09/24/15 Structural Review Required ❑ DATE: DUE DATE: 10/22/15 Approved with Conditions Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 1 LI8/20l3 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0123 DATE: 08/17/15 PROJECT NAME: FOSTER LANE LOT 2 SITE ADDRESS: 14418 44TH LANE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 1 Revision # after Permit Issued DEPARTMENTS: Building Division K AMC/ � 4 � 41<tb Public Works Nfl PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: ow& inn *q� Fire Prevention V Structural ❑ 0 AI� k Planning Division Permit Coordinator ❑ DATE: 08/18/15 Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/15/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) N REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0123 DATE: 6/8/15 PROJECT NAME: FOSTER LANE LOT 2 SITE ADDRESS: 14418 .44TH LN S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division 0lic9t,y, PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required wf (corrections entered in Reviews) Notation: IRXyl/IMILTAaMy1►11111/AM Revision # before Permit Issued Revision # after Permit Issued A0 covy, Z (-uL-I,5- Fire Prevention Structural Planning Division Permit Coordinator ❑ DATE: 6/9/15 Structural Review Required ❑ DATE: DUE DATE: 7/7/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only J ( CORRECTION LETTER MAILED: l(% �� `\ J Departments issued corrections: Bldg Qj--- Fir Ping(tjj— PW�— Staff Initials: 12/19/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09/22/2015 Plan Check/Permit Number: D15-0123 Response to Incomplete Letter # _ v/ Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 2 Project Address: 14418 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 - 1. Main floor was changed to show the intended 2-car garage. 2. There will be no man door off of garge, therefore no stoop will be on the side of the house. Copies Provided: 4 - Building Plan Sets - Original plans submitted were for a 3 car garage. House is a 2 car. 2 2el A 11U PERwr CENTER Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date o revision . .c Received at the City of Tukwila Permit Center by: )0—Entered in Permits Plus on S�) —( Y— H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.izov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 08/11/2015 Response to Incomplete Letter # _ v/ Response to Correction Letter # Plan Check/Permit Number: D15-0123 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Lane lot 2 Project Address: 14418 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 see page 2 and 4 for ceiling height in bonus room; #2 updated roof framing page 5; #3 details on page 3 text has been made clearer; #4 revised elevation direction text on page 1; #5 updated site plan to show footing and roof drains with details; #6 updated page 2 and site plan to show FFE; #7 changed coffer ceiling call out; #8 provided 4 copies of Geotech report. Fire #1 - updated site plan to show hydrant location. Planning #1 - Main roof pitch is now 5:12. Public Works #1 attached copy of worksheet #2 no correction needed, fee statement; #3 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; Copies Provided: nF wmn ,` 4 - Building Plan Sets - Original plans submitted were for a 3 car garage. House is a 2 car. �I 2 - Engineering Calculations - Original plans submitted were for a 3 car garage. House is a 2 car. �UG 1 201� 4 - Truss Specs- Original truss specs submitted were for a 3 car garage. House is a 2 car. 4 - Site/TESL plans PF16iOT C;F-lLrY7'--f�i Sheet Number(s): See above. Multiple sheets. "Cloud" or highlight all areas of revision including date of revisi p Received at the Cityof Tukwila Permit Center b : V i Y ❑ Entered in Permits Plus on H:\Applications\Fovns-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 SOUNDBUILT NORTHWEST LLC Home lnicio en Espanol Contact Page 1 of 2 Search L&I Safety inWashington State Department of Labor & Industries SOUNDBUILT NORTHWEST LLC A-Z Index : Help M} Secure L&I Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson. PO BOX 73790 PUYALLUP, WA98373 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 02113/2009— 02113/2017 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 Ins.ur..ance .................... . Wesco Insurance Co $2,000,000.00 Policy no. WPP1019128-04 Received by L&I Effective date 09122/2016 09127/2014 Expiration date 09/27/2016 Insurance history ... Sgs .............avin.... Savings history Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ...................................... https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602883361 &LIC=SOUNDNL91 I CL&SAW= 10/22/2015 M I I BUILDING COME: 2012 INTERNATIONAL BLM CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 PSF (SNOW) ROOF DEAD LOAD ■ 15 PSF FLOOR LIVE LOAD ■ 40 PSF FLOOR DEAD LOAD ■ 15 POP WIND LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: v OCCUPANCY GROUP: R-3 GROWD SNOW WIND SPEED SEISMIC DESIGN WECT TO DAMAGE FROM WIK11=R DESIGN ICE SHIEW mT FLOOD WAZARDS AIR iREEZNG MEAN ANNUAL 1�� LOAD cA WEA TERMITE DECAY TEMP. REQUiI;MD INDEX TEMP 25 dni D1/D2 MOD IS � - SLIGHT NO PER PER LOCAL so so MSPICTIONI 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 MA4NUFACTURERJ - t*M TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) an W GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 18 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. BAACKFiLL TO BE THOROUGHLY COMPACTED. MNIhLM COMFRESSIVE STRENGTH Mo) AT 28 DAYS TYPE OR LOCATIONS OF CONC IRETE CONSTF4JCTION MODERATE WEATHERING POTENTIAL LS, FOWDATION 4 OTHER CONCRETE NOT EXPOSED 2W pal T5ASEMENt THE R. SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT' GARAGE 2AW psi FLE O 5. BASENIETIT WALLS, FOWDATION WALLS, EXi'ERiOR WALLS 4 OTHER 3AW psi (41/2% air entrained +/- 114%) VER T CAL. CONCRETE WORK EXPOSED TO THE WEATHER PORCHES, CARPORT SLABS 4 STEPS EXPOSED 30M psi (41/21t; air entrained d- 11/2%) TO THE WEATHER 4 GARAGE FLOOR SLAB. CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY 5U[LDIN3 OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UNA. (SEE STRUCTURAL) 82LMMION BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SiLL BOLTS TO BE 5/8, DIAMETER AT 5'-0' O.C. 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. 18' MIN. CLEARANCE BETWEEN FLOOR JOSST AND GRADE. DAt" tPPROOFNG EXCEPT WHERE REQUIRED BY SEC, R406J TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAI iPPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPPPROOFED IN ACCORDANCE WiTH ONE OF THE FOLLOWING. I. BITUMINOUS COATING 2.3 POUNDS PER Sa Yr% OF ACRYLIC MODIFIED CEMENT 3. I/V COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 801 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING IN SEC. R406.2 S. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRiP WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. WATERPROOFING R4062,IN AREAS WHERE WIG 4 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. I. 2-PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3.6-MiL POLYVINYL CHLORIDE 4. b-MIL POLYETHYLENE 5.40-MIL POLYMER -MODIFIED ASPHALT 6. 60-MIL FLEXIBLE POLYMER CEMENT -1. Va' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS 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 PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD-8E7MNG ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449.140T ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. DRAFTSTOPPING R302,12 WHiEN THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEiLiNG ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO T14AT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED IAWO SQUARE FEET. DRAFTSTOPPNG 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: I. CEILING 18 SUSPENDED UNDER T14E FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12 FIREBLOCKING R302.11 FIREI5LOCKING 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: I. 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 IOPL 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 T14E TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAID SHALL COMPLY WITH IRO SECTION R3021 (112' GWB) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPia'OVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION R1003.1e. 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 IRC SECTION R302JIJ LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FiREBLOCK UNLESS SPECIFICALLY TESTED IN T14E FORRM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R710235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TAME M023$ IGPCMI04M G r1"JK ACING OFR PAsTEhfLembCM3 81ZE OF NAIL FOR AF'Pl.ICATION BBOO APPLICATION OOFF MMM�G GMF (RICHES) TO WOOD FRAMM (INCHES) BOARD TO FRAMNG MEMMERS (iNCHEB OjW FLAILS ec;gwo 3GAGE 1-3/8' LONG w/o actiestve IW" WMAD 0W, DIA I-VWLdWa ANNULAR -RINGED CEILNG EITHER DIRECTION 16 1 tz 5d COOLER NAIL 0086' PIA I-5/8' LONG Is/64' HEAD OR GYPSUM BOARD CEILNG FEWMVICULAR 24 T 12 WALL erne DIRECTION 24 8 12 W. AILA M• DIA NG 1-5/8' LO WALL EM ER DIRECTION 16 8 16 CEILING EMHER DIRECTION 16 1 t2 13 GAGE 1-5/8' LONG te/64' FE?ADfDOW DIA 1-31V LONG CEILMG PERPENDICULAR 24 1 1 12 WALL E eR DIRECTION 24 8 12 ANNULAR -RINGED 6d COOLER NAIL CO DIA 1-1/8 LONG V4 HEAD OR GYPSUM BOARD WALL EITHER DIRECTION 16 8 16 LA 5 PIA 1-1/8' LONG '"IL 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 (NOS) Sd COMMON (0.131' DIA„ 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/�2//'� LONG), 10d COMMON (0.148' DIA, 3- LONG)10d BOX (0.128' DIA, 3' LENGTH), I6d COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-i/4' LONG) 5d COOLER (0.086' DiA„ 1-5/8' LONG ), 6d COOLER (0.0W' 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 GRADNG AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: 2X4 WOOD TYPE: HF 02 - Fb■915 pat, Fv■150 pat, Fc■1300 pat, E■1300000pal 2X6 OR L41RWR HF 42 - Fb■S 15 pat, Fv8150 pat, FC01300 Psi, E01300000p61 Iffm 4X DF-L +2 - Fb■WO pat, Fv■1SO pat, Fca13W pat, E■1600000pat 6X OR LARGER DF-L 02 - Fb■815 pat, Fv=l10 pat, Fc■600 pat, E0300000p6t ST = 2X4 HF 02 - PONSI5 pat, Fv■150 psi, Fc■1300 pet, E81300000pa1 2X6 OR LARGER HF *2 - Fb■S 15 pot, Fv■150 psi, Fc■l300 psi, E■1300000pat POSTS 4X4 HF 02 - Fb■915 pat, Fv■l50 pat, Fc■1300 pat, E■1300000p6t 4X6 OR LAFrsER HP 02 - POES 15 pat, Fv■150 psi, 1=001300 pat, E01300000P61 6X6 OR LARGER DF-L al - Fb■1200 pet, Fv■110 pal, Fc■l000 pal, E4600000pat GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb ■ 2,400 PSI, Fv = 165 PSI, Fa - 650 "1 (PERPENDICULAR), E = 1000000 PSI. M aNEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2,900 PSI, Fv ■ 290 PSI, Fc ■ 150 PSI (PERPENDICULAR), E ■ 20000M PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MiNIMUM PROPERTIES: Fb ■ 2,600 PSI, Fv ■ 285 PSI, Fc ■ 150 PSI (PERPENDICULAR), E ■ 1,900000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 1,100 PSI, Fv ■ 400 PSI, Fr_ ■ 680 PSI (PERPENDICULAR), E ■ 1,300000 Mi. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LISTED 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. TYPICAL WALL 4 ROOF SHEATHNG SHALL BE 1/Ifo' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL. BE Sd COMMON 0 6' O.C. * PANEL EDGES AND 12' O.C. 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 8d COMMON AT 6' O.C. A PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED N 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: L 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 T44E ENDS OF mAASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPNGS SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5:1 Sa FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 50 Sa FT. 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 IS LOCATED MORE THAN '12' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24' ABOVE THE. FINISHED FLOOR or - THE ROOM IN WHICH THE WINDOW IS LOCATED. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R308.4 1. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 51-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 OF. AND LESS THAN 10' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 'I. GLAZING LESS THAN IS' ABOVE FINISHED FLOOR 8. 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. GENERA MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND fo' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: - 1. 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 IRC R31fo. 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 WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF fo MIL (0.0061) 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 PAMA.12, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R40322 HVA C, 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_ R402.4.12 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. R4O13. 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 Wa 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 112 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 FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.12.2 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 BELOWTHE 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. L 1, , N11 WSEC SECTION R404 R404J INTERIOR LIGHTING: A MINIMUM OF i5 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE . STAIRWAY ILLUMINATION PER SEC R303.1 IRO ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LiGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE 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 LANDINGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICAAL LIGHT SOURCE LOCATED iN THE IMMEDIATE VICINITY OF THE BOTTOM LANDING OF THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LIGHT SOURCE IS NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE IS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. 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 18 NO MORE THAN % INCH TO THE EDGE OF THE STUD, ,AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 69M SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R60230). 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 NOTCHNG OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0054 INCH THICK (13-imm) (I6 Sa) AND 112 INCHES (38mm) WIDE SHALL BE FASTENED AACR088 AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT i6d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.1. EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRLCTURAL PANEL SHEATHING. SEPARw':rr: Rm-mffl REQUIRED FOR: ❑,.,/Mechanical a1� Elactrical ❑ Plumbing ❑ Gas POV Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and 'lions wiedged: By: Daaate: M City of TukvAla BUILDING DIVISiON REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal -end may in llud9 additional pion rsv*,Gw fecs. PLANNING APPROVED No changes *can be made. to thG89 plans without approval from the Planning Division of DCD Approved By:_. �.■....,.O�..... Date: CORRE TION LiR# RECEIVED CITY OF TUKWILA. SEP 2,2 2015 PERMIT CENTER 4 ,�d ii f $ r, h � tit far ALL GxLAZiNG TO SE IN COMPLIANCE WITH THE 2012 WASNINGTON STATE ENERGY CODE. w �0 1■+��1 MN--1004 A z 0 Plan No: Data 2(013 NI = F w, - 4- �1 mm®®®®m- o VENTIL.4� tqt: EQU1fREt%1II1ENT; 0 �6w03UwmN:!% TILATION CALCULATIONS LATIONS 4 REQUIREMENTS AT LEAST 40% t NOT MORE THAN UM OF REWIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) UTH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806J 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 OPENNGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH ya' MN. t r/{' MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MR V SPACE BETWEEN INSULATION AND ROOP SHEATHING ® VENT LOCATION. BAFFLING OF THE VENT OPENNGS SHALL BE INSTALLER BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTUIE RESISTANT: IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, t 12' VERTICALLY ABOVE LOOSE PILL NSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) ILL OWL r 1. Nr A ■ I Mo Ar=Av.1Ww ■ 147 VUL r r. rxw- OF VENTILATION REQUIRED (106 $a INCHES) ® AF50 ROOF VENTS. (50 0 IN. PER VENT) UPPER VENTS ■ 353 Sq. In. (1 AF50 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 10 DIAVETER LOWER VENTS ■ 353 Sq. In. 'BIRD HOLES' PER EAVE BLOCK 61 EAYE VENTS x 12' PER BLOCK ■ 335 Sq. In. (4)-2 VS' DIA HOLES ■ 14J6 Sq. In w/0 MESH 2 AP50 VENTS x 50' PER VENT ■ 100 Sq. In. NP A. w/ MESH ■ 12' Sq. In. PER BLOCK rrOs OU t- 1. C& An rc ,at4r.1W.O v ■ -"b OU r I . OF VENTILATION REQUIRED (81 SQ INCHES) UPPER VENTS ■ 41 Sq. In. (I AF50 VENT) LOWER VENTS = 41 Sq. In 4 EAVE VENTS x 12' PER BLOCK ■ 48 Sq. In. 245 Sa FT. OF ATTIC ■ NOTE: UPPER ROOF VENTING PROVIDED BY OF VENTILATION REQUIRED (118 SQ INC-4-ES) CPR -A -VENT R0OF-2-WALL VENT EAVE VENTS ■ n Sq. In (85 SQ IN. PER LINEAL FTJ 5 EAVE VENTS x 12' PER BLOCK ■ 60 64 In. UPPER VENTS ■ 5S Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ. IN. X 2 LF(TF4W BAY)m n SQ. R PER TRUSS BAY 59 SQ. IN. REQUIRD/ 11 SQ N■ 34 (4 BAYS) ;OR -A -VENT CONTINUOUS :OOF-2-111ALL VENT. 'ROVIDES " SGL IN. NET REE VENTILATION AREA 'ER LINEAL FOOT. CUT P WIDE CLEAR SLOT 4 ROOF DECK AT OR TEAR THE TOP.) HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FUFNACES 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 "Bl IRNED 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 MI501 OF THE 2012 AMENDMENTS. IRC AND WASHINGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION IS REQUIRED N THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfhl B. 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. (UTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTFZUCTION, TIME 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 $a INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. 1: :] ■ 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614B) ► > . ,,... �:� , . I A, alb• = 5m1.�.�. � l lx, ��•.._— � ;:: ..W . .,v.. r,.<,..... AMENDED BY WA WHOLE0 INTEGRATED HOUSE•N SYSTEMS SHALL COMPLY0TABLE 06 MI50132 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. M150133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE 1-11501330) M15013ZA INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS_ INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING t0 THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, At A POINT WITHIN 4 FEET UPSTREAM OP THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150-132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M15013.52 VENTILATION DUCT INSULATION_ ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. MI5013A3 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. 1-1150133 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 MI50'13w) EX,CEPT ON: THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE 8YSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(I) MULTIPLIED BY THE FACTOR 1AUINE IN ANCE WIT 1L tl &YAM A112 MmQU BAM IMIRM JIM DWELLING UNIT FLOOR ,AREA(SP.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 i5 90 1,501-3,000 45 60 'I5 w 105 3,001-4,500 60 15 90 1os 120 4,501-6000 15 w 105 120 135 6,000-1,500 w 105 120 135, 150 >1,500 105 120 135 150 165 RJIN-TIME% IN EACH2590 4-HOUR SEGMENT 33% 5090 6690 1590 10090 FACTOR 4 3 2 1.5 13 ifs YSTEM SEC. M1501 *ENERGY CREDIT:_5b-EFFICIANT WATER HEAtIUQ ja CEMDITS AS fMraJSEp -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 082 IN PLACE OF HUH. -NAT. GAS FURNACE CAN BE W% EFF. ,.-- a FOR rjol 01 ®o OCS 14 2015 Ci Huila II.D �G U�v�s`ON (gU RECEIVED CITY OF `i UKWILA SEP 2 2 2015 PERMIT CENTER Plan No. Data 2013 N2 RIGHT ELEVATION WEATHER RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM FLASHING WITH 3" MIN. VERTICAL LEG IORIZONTAL A0017 TRIM p— REAR ELEVATION 5CALE : 1/4"= V-0" 2xro EXTERIOR WAL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVA OVER VAPOR BAR PRE -FINISHED CON SHEETMETAL FLASI COMP. ROOFING Ol' BARRIER ATOP '1/la OSB SHEATHING, Tl TRUSS OR RAFTER PER PLAN ` OOP TO LU LL PLASHING DETAIL N.T.S. CONT. METAL GUT1 5/4 X 8 FASCIA BI 1' REVEAL BEVEL 5/4x4 CORNER BE 5/4X10BAND BC TYP. MFG DIRECT VENT GAS F/P INSTALL PER MFG SPECS. NON-COMBUSTAB MIN. 12' SURROUNC 5CALE : 1/4 = I'-011 ROOF DRIP EDGES PER I x 2 TRIM BD. ON SEC. R905.2.6.5 PROVIDE DRIP EDGE At EAVES 4 5/4 X 8 BARGE BD. TYP. GABLES W1 A MIN. 2' 5/4 GABLE TRIM, TYP. OVERLAP COMPOSITION ROOFING 4x6 CORBELS H 3 12 SHINGLE SIDING 12 5/4x10 BAND BD., TYP. TYP PER SIDE 1 9� IF SITE REQUIRES 1 CONT. METAL GUTTER ON 5/4 X $ FASCIA BD. TYP. TOP PLATE HEADER HEIGT 1' REVEAL BEVEL SIDING 1 5/44 COMER BD., TYP. 1 ENTRY PLATE HEIGHT 1 c0 1 4' BEVEL SIDING 1 5/4x6 ARCHTOP TRIM SUB FLOG — (2'-10' RADIUS) — — 1 TOP PLATE HEADER HEIGHT �n o I L __j SUB FLOOR — _ _ — i _ - SUB FLOO ADHERED STONE VENEER FRONT ELEVATION - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) RIGHT ELEVATION NOTE: - CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR PROVIDE STEPS DR TO GRADE MASONRY VENEER- GENERAL NOTES - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. (jGALE 1/4 " _ V - 0" - SDC D1 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 8 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. - TIES IN SDC D1 A 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 # VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R-103.1 ht� FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' 5CAL.E : 1/4 ' _ 1'-0" HOUSE NUMBERS TO BE VISIBLE 8 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R319.1 i FOR LIANCE teQ 2015 .uollla oNIS1 DECEIVED CITY OF TUKWILA SEP 2 2 2015 PERMIT CF:NTc:R w 0 l� l� A z 0 W5 SB2603 Date: 9-18-15 1 3 TYP. fo CN r O u `I X 3r0' x 60' ' SOAK TUB ' -0' 1 cn /►R/S t 40' -0' ro'-91/2' S'-01/2' 4'-ro' 5'-41/2' 5'-31/2' ro'-0' VAULT LINE MASTER Sly I T VAULTED tt _ 'llllli IIIIIIi =ila�: ouiunill r� unnnnl � � I -� COMP To o 0 �U- R/S chid 50roa 81-PA65 I 1'-5 1/2' i i i Ii 150NUS I ROOM VAULTED - 0 EGRESS r2oTo XO 0 1 LOWER FLOOR REFERENCE DIMENSION i 110V cm (DSD ATTI ACCE° ro' -2 1/2' o s o ii ,+ . . 9 t� 0 N -ro 1/2' V-5 1/2' 8' -0' F07 �j Ln _1 It EGRESS CM mm 5 DROOM 2 SINK 110V (DSD 110V 0SD 4'-4' 12'-41/2'1 5'-31/2' BEDROOM 4 d) w 9-7 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 9 GENERAL NOTES: '44 = I -w 1. ALL WORK TO BE IN CONFORMANCE WITH 2O12 IRC. 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 2. VENT ALL EXHAUST PANS, DRYER VENTS AND MINIMUM R-4 INSULATION RANGES TO OUTSIDES. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED 3. VENT WATER HEATER PRESSURE RELIEF VALVES SPACES SHALL BE INSULATED TO A MINIMUM OF TO OUTSIDE. R-8 PER WSEC R4032J 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO MECHANICAL PENETRATIONS. WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE 5. ALL SHOWER WALLS TO BE WATERPROOF TO OUTSIDE THE BUILDING. PER R303.52. MINIMUM 12' ABOVE DRAIN. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1. UTILTY ROOM NOTES/MAKE UP AIR: 6. SHOWER TO BE LIMITED TO MAXIMUM 2.5 GP11. IN CONCEALED LOCATIONS, WHERE PIPING OTHER PER IRC G24313 FLOW THAN BLACK OR GALVANIZED STEEL IS INSTALLED 1• WHERE THE EXHAUST DUCT IS CONCEALED 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO THROUGH HOLES OR NOTCHES IN WOOD STUDS, WITHIN THE BUILDING CONSTRUCTION, THE BE SAFETY GLASS. JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN EQUIVALENT LENGHT OF THE EXHAUST DUCT 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF 11/2 INCHES (38mm) FROM THE NEAREST EDGE OF SHALL BE IDENTIFIED ON A PERMANENT LABEL FLOOR TO BE SAFETY GLASS THE MEMBER THE PIPE SHALL BE PROTECTED BY OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT S. SMOKE DETECTORS R314, TO BE INSTALLED PER SHIELD PLATES. PROTECTIVE STEEL SHIELD GOI�WECtION. SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH PLATES HAYING A MINIMUM THICKNESS OF 2. INSTALLATIONS EXHAUSTING MORE THAN SLEEPING ROOMS, OUTSIDE EACH SEPARATE 0.05'15-INCH (IA63mm) (No. 16 GAGE) SHALL COVER I CFM SHALL BE PROVIDED WITH MAKE UP AIR. SLEEPING AREA IN THE IMMEDIATE VICINITY O F THE AREA OF THE PIPE WHERE THE MEMBER IS WHERE A CLOSET IS DESIGNED FOR THE THE BEDROOMS. ON EACH ADDITIONAL STORY OF NOTCHED OR BORED AND SHALL EXTEND A INSTALLATION OF A CLOTHES DRYER AN THE DWELLING, INCLUDING BASEMENTS AND MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE OPENING HAVING AN AREA OF NOT LESS THAN HABITABLE ATTICS. ALAWS TO BE PLATES, BELOW TOP PLATES AND TO EACH SIDE 100 SQ. INCHES FOR MAKE UP AIR SHALL BE INTERCONNECTED IN SUCH A MANNER THAT OF A STUD, JOIST OR RAFTER. PROVIDED IN THE CLOSET ENCLOSURE, OR ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS MAKE UP AIR SHALL BE PROVIDED BY OTHER THE ALARMS IN THE INDIVIDUAL UNIT. SHALL BE WEATHERSTRIPPED AND INSULATED TO APPR. MEANS. A LEVEL EQUIVALENT TO THE INSULATION ON THE 100 SQ INCH TRANSFER GRILL K® ■SMOKE ALARM -CARBON MONOXIDE COMBO. SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY 10.`ROVIDE CA�MM ID��S�R SEC, ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL la THAT READS 'WHOLE HOUSE VENTILATION' (SEE AN APPROVED CARBON MONOXIDE ALARM SHALL OPERATING INSTRUCTIONS) BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE AMENDMENTS SEC R3190. ADHERED STONE VENEER WHOLE WOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES TYPIC: AL ARCHES : U1,0. (UNLESS NOTED OTHERWISE) T.OA. = TOP OF ARG1-1 LEG - LEG HEIGHT APP. 8' (96') TO CENTER LINE OR TOP OF ARCH (T.OA) 86' HIGH LEGS - L■LEG HEIGHT 86'(UN.0.) W. P MAIN FLOOR PLAN, SCALE: 1a'= I'-0' o� � ,Oila C�tY �G DMS1014 RECEIVED CITY OF TUIKWILA SEP 2 2 2015 PERMIT. CENTER AREA SUMMARY MAIN FLOOR: 1262 SF. UPPER FLOOR: 1048 SF. CM TOTAL: 2310 SF. mm -4X10 HEAT REGISTER AT CLG. BONUS: 295 SF. ®=4X10 HEAL REGISTER At TOE KICK COVERED PATIO: 168 SF. GARAGE: 414 SF. ®=4X10 HEAT REGISTER AT WALL GLAZING SUMMARY ® ■4XI2 HEAT REGISTER AT CLG. WINDOWS: 277 SF. ®■4XI2 HEAT REGISTER AT TOE KICK DOORS W/ MORE THAN 50% GLAZING: 40.5 SF. ®-4X12 HEAT REGISTER AT WALL SKYLIGHTS: 8 SF. TOTAL: 318 SF. GLAZING PERCENT: 12.24 % WDW SF / FLR SF. (%) Plan No: SB2603 Date: 9-IS-1� STAIR NOTES: MR IRC 1610 4' SFM IMS SHALL - • Sly*iGM TO 90 FIRE 15LOC M AT MOTW TOP AND NOT PAW 'IHFWUW4 Bottom. • ALL USABLE SPACE UNDER STAIRS TO BE 1 NOUR CONBTRULiION. • MkXIMM RISE TO BE 1-3/4'. • MN" 1SN TO BE W. • MNII1UM WAD NLIGIIT TO ISSE 6'-S: • MN1111 M STAIR W M TO BE W • PROVIDE CONtHWUS RAND RAIL 34' TO 3V OFF TREAD N08MKs AND MIST EXTEND BEYOND BOTTOM TREAD. •' PROVIDE GUARD RAILS AT LANDINGA MNIMIM 36' HIGH W/ CLEAR SPACE � • VCIW FoRITON OF HANDRAIL 6I6ALL BE 3!Il Not L06 11/4' NOR MOf TITAN 2' N CIWW SECTIONAL Ott � X • WINDING TREADS TRL'A PER IRC R3tllb2J • SPIRAL STAIRS PROVIDE MN 11/2' RUN • A POINT 0' FROM 0M TFOAD 16 NARROEST PER 1RC Mimi / CONT. MANDRAIL 34'-36' / Mavg TREAD NO6WjL PICKETS PI:R IRC: ON OPEN SIDE / 2X12 1 LANPRAIL TO ON AT UMOT ALL RIMUNED GUARDRAILS TO IM 36' MN. IN INF3M1: OI'@N 46 FOR PINQVIRIED GA ARD6 ON TM GUM OF 6TA nt TPEAD6 6"L NOT AVOW A SF4#:Rl: 4 N2f6 f 1 mO TO PA66 TFMUW LAW MAX I b' SPIN UNABLF3 TO RAW IMMM 91•I OFUNM CELCW STAIR N6TALL h' dAft e ' INS AND UTALl b (3) 2XI2 67RWOM Fm CLOCKm • MD-6FNW A v N Sf W WALLS ALM AID N LM! WM4 STRNQM F AMA tHM TRMT CLOCK 6TAft b WftM6 W INTERIOR NO SCALE J TYPICAL STAIR DETAIL AND NOTES TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 7/16" SHEATHING RATED 24/16 - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R-49 INSULATION - (4) LAYERS R-10 RIGID FOAM INSULATION IN 2x12 RAFTER ROOF AREAS - 5/8" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50%-80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE I" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R806.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION SEE NOTE ON SHEET I - 7/16" PLY OR OSB SHTG.( U.N.O ) - TYVEK BUILDING WRAP OR EQ. zz- - 2X6 STUDS @ 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED & NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS @ 16" O.C., INTERIOR PARTITIONS (2X6 @ PLUMBING WALLS) NON -BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" T&G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS 4F50 ROOF VENTS (50 80. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 1/16' LP FLAMEBLOCK FIRE - RATED OSB SHEATHING WATER BARRIER 2x6 STUDS 0 16' O.C. W/ R-21 FIBEFaGLASS INS. EXTERIOR FACING FINISHED SCALE: 1/4' = 1'-0' DBL. TOP PLATE, 2x6 EXTERIOR WALL_ t R-21 INSULATION, TYP. R-10 FOAM INSULAT-� AT HEADERS, TYP. 4x HEADER AS f2li STRUCTURAL, UN.O., TYP. T"'F, HEADER CONFfRUCTION PER WSEC 10052 SCALE : I/z'- 1'-0' 5/8' TYPE 'X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8' OZ. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. / 51i2' THICK, NOMINAL 2.5 PCP DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION INTERIOR FIT BETWEEN WOOD STUDS 16' O.C. „ 2x6 STUDS 0 16' 04% EXTERIOR MIN. 1/16' CATAGORY LP FLAMEBLOCK W/ PYROTITE SUI'FACE FACING OUT 5/8' TYPE 'X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED EXTERIOR FACING 8' O.C. WALLBOARD JOINTS MUST BE COVERED W/ 1. FIBER CEMENT BOARD TAPE AND JOINT COMPOUND, AND FASTENER HEADS 2. T-1-11 SIDING COVERED W/ JOINT COMPOUND. 3. WOOD STRAND OR FIBER PANEL 4. CEMENTITIOUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING W/ IN 36, COMPOSITION ROOF W/ 300 INTERWOVEN FEL ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. MFR. TRUSSES PER PLAN 6 24' O.G. PER MFG. SPECS. TYP. ATTIC VENTILATION AT LEAST 4M 4 NOT MORE: THAN WX OF REGQUIRSP VENM SHALL BE IN UPIVI2 PORI ION OF VIITILATED ROOF SPACE MO MORE T" 3' SELOW TILE RIDGIE OR IIFGNEST POINT) WTIF TM BALANCE OF REWIRED VF?NTILAVON PROVIDED 15Y PAYS VIXTNG: 2 x 6 STUDS 16'o.c: W/ R-21 INSULATION FIRE BLOCKING AND DRAFTSTOPPNG PER SEC. MJI 4 3MM L N CONCEALED SPACES OF STUD WALLS SSPPA� rrAND FCC ROUTS OF STUDS STA60EFMD STUDS, AS A VE'RTIC4LL_Y AT TM CEILING 4 FLOOR LEVELS IL HORIZONTALLY AT INTERVALS NOT EXCEEDING 2. AT ALL NTERCONNECTIONB BETUEEN CONCEALED VM10AL AND HORIZONTAL SPACES SUCH AS CE L10GCAT SOFFITS, DROP CEILINGS AND COVE 3. N CONCEALED SPACES At STAIR STRINGERS At TTe TOP MIS R6 SNAL�L GdhPLY WTH�& SPACES UNDER 4. AT OMWA A14+OUND VENTS, PIPES, DUCTS, CABLES AAN�D+�WIIR1rEE& AT CEILING AND FLOOR LEVEL. WITH AN OF FL 4hfE Al D PROD CT8 OAF ISCOI�B BTION. PASSAGE 4' 0 CONT. TIGHTLINE TO STORM SEWER 4' 0 PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER COLUMN BASE W/ BRICK VENEER WRAP P.T. 6 x 6 POST TO 12' COLUMN qv W/ CAP d BASE TRIM TYP. MIN. WOO PT POST I4/IA6TE' LDP FL A5 114E BLOCK FltiE- Ns' TYPE 'X OR SI-ITYG SIDING OR TRIM PER PLAN AF50 ROOF VENTS (50 SOL IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16' SHEATHING SIDING PER PLAN DESIGN: INTERTEK LPB/WA 60-01 ,,,SCAX . EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE EAVES WITHIN 5'-O' OF PROPERTY LINE PER IRC 302 4 TABLE R302J PER IRC 302 4 TABLE R302J I HOUR r;)r=7A1L5 `' KITCHEN NOOK FLOOR JOISTS ' I. . . .13110113 11 Off A.r .r Yj jT . ♦' it �'•• � � � �'•• � r r f AS PER PLAN' ; ; • - ' , R-49 INSULATION TYP. HEADER HEIGHT e UPPER FLOOR is SUB FLOOR, TYP. HEADER HEIGHT TOP PLATE s MAIN FLOOR 18' MIN. CRAWL SPACE---� R-30 INSULATION OVER S ON W/ 6 MIL VAPOR BARRIER UNHEATED SPACES, TYP. TYPICAL. SCALE : 1/4 = 11_0M COMPOSITION ROOFING 150 FELT PAPER 7/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS 5/4 x S FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS m 16' O.C. - TYP. R-21 INSULATION 1/1(o' SHEATHING - TYP. TYVEK WRAP - TYP SIDING PER ELEVATION 3/4' TtG PLYWOOD GLUED d NAILED FLOOR JOISTS PER PLAN WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. — WINDOW W/ INS. GLASS - TYP. 3/4' T4G PLYWOOD GLUED d NAILED FLOOR JOISTS PER PLAN _____ R-30 INSULATION 5/4 X 10 TRIM BAND — 2X P.T. WOOD SILL 4' 4 CONT. TIGHTL TO STORM SEWER 0 � SUB FLOOR, APPROX. GRADE CONIC. FTG. AS PER PLAN -49 INSULA 0 FOR 01)F Comp p �E APP0 OCi 14 M5 City of 'CukVtStON BUILDING DI REBAR PER DETAIL 6 MIL. VAR BARRIER -� SUBFL . SUB -0 61 4' 0 PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER TYPICAL WALL SE SCALN.T.S. NOTE: 1/16' SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1-11 SIDING 15 SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) NOTE: REFER TO STRUCTURAL SHEETS FOR SI-IEAR WALL SCHEDULE AND ENGINEERING PLAN IUHIGH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING 70 EAGH SHEAR WALL INDICATED IN THIS PLAN. RECEIVED CITY OF TtJKWILA SEP 2 2 2015 PERMIT CENTER NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR, Plan No::::] SB2603 Date: 9-18-15 LSTr430 - HDR 4 SILL w FRAMING NOTES: L ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/ Sd NAILS a 24' Oa NAILED TOP t BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 48 OF 02 UNLESS NOTED M&Ep� ID MSULATI1 WALLS TO 3. SOLID BLOCK BENEATH ALL POIOI+NTT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER ,APPROVED METHOD. ?;. ® INDICATES POINT LOAD FROM ABOVE. 6. 0 MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE -1• QA REFER TO SHEAR WALL SCHED. MINCi M +► r ICI NT5 SCALE : 1/4' = V -0' '.ONT. DBL. TOP PLANE Z-10 R160 INSULATION I SHADED AREA) L' Ofi" W,4LL 4X HEADER KIN& STUD MXTERIOR PLYWOOD _j -d r m v' � 15 M 2.0 N VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1262/150 ■ 8.4160. FT. FOUR VENTIAlSCREENED VENTS 13 VENTS REQ'D 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 112, 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.) G 4x4 P.T. POST A-1- �1 ON 24'x24'x12' -�` CONCRETE FTG. c,2• Ads W/2 -04 BARS EACH WAYor c� 4' CONC. SLAB W/ 04 REBAR Q 18' O.C. OVER COMP FILL TYP. N 4 BARS 14 _ 16, O.C. 0 2.0 14' > ° FDNCVEENETS • � '4•;.f(+;?:;4i. •t••.: 't •t �i �1:•• ! .r .=ate. a:kt..••'::. ♦_'•. / .•a M• p. �, • .t v A A, r ii! tr f'r.f'�i:,,,�. t. %....•t• r'' Syfk r !' tr.. 1�l {j: _ :.•'a+l ntyr �.• •'-'i. rf ;. Imo, .. �.F=a R at• � . r .r / Ir iN.. 1�:- I.7-r:ai,�•yJ •'• ••1' t�'• 4•. .. ..i:yK .t.- r',R.h t r •.•r O L• 4X10 4X10 4X10 `4 yt. ,: 24 24 24 24 24 24 VLL }' •r. MIL VISQUEEN VAPOR BARRIER 0 in THROUC-04OUT CRAWLSPACE X t�. LAP SPLICES 121. (BLACK) _1 4 -0' 4'-6' 4'-ro' 4'-(0' 4'-6' 4'-0' 4'-0' h .y 4X10 4X10 4X10 •� FX :r x 24 24 24 24 24 2 24 24 24 �r 24' IS' MIN -' ly DBL. JST. CRAWL SPACE U fi ACCESS ;� . O O LLl LU U_ .., wi '•i�•y.: '•' �,:n •�: :'..' rt�.,•`.•'t �'•' :A: r�Jrl':`�•1'�•JYf 1 �yp.� . .= N•}:V' �;�:''' i •„r • '' •1•��1.Y !s� SIM 14 0 X l•. v4 ti 2 0 o N F-1. Fio 4X10 x . m ti� •� 24 36 I 1 24 —J 51.0 24 42 �'t °� •`� V-13/4' 3'-13/4' 4'-II1/4' '-111/4' '-0 ;= 20'-0' —� i:1 U •: LA5 ON Giv4DE :�. yti .,. 4' GONG. SLAB W/ 04 REBAR 1:% 18' O.C. OVER COMP. FILL TYP.'"• SLOPE 3/1(o' / FT TOWARD DOORS ''` i� t: f• ' " •t: .?•�ti;.;%•: i•'.: yr; �e : U_ •j: .a �tti. I• I I I 0 �� i� ars,. • 4 BARS ,.� IV O.G. " 1}• 14'CONC. " •: +:? SLAB W/ sK 04 REBAR B IWO.C..... -''`�� 4* ; _ '` :s•,;;: ! OVER COMP FILL P. '�_'=, �. 4t;? BLOCK OUT FOR 16' DOOR CONTINUOUS FOOTINCx �w=,; - M 14 2� � \--24'X24'XI2'FTGW/ R y�� R 2-04 BARS EACH WAY 3/4' 20'-0' S'-0' I'-3' 2'-3' 8'-0' 40' -0' Ilk 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. FOOTING SCHEDULE r- r 1/41 _ 11-01 M N N FOR rev COMPLIANCE city of -Tu"1la gU1LD_� � vislo RECEIVED CITY OF TUKWILA SEP 2 2 2015 PERMIT CENTER NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. O18 P.T. POST ON 18" DIA. X 8" THICK CONC. FOOTING O24 P.T. POST ON 24" DIA. X 8" THICK CONC. FOOTING ❑ 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ 3- # 4 BARS EACH WAY 936 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ 4- # 4 BARS EACH WAY ❑ 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ 5- # 4 BARS EACH WAY Plan No: SB2603 Date: 9-18-15 FOOTING SIZES BASED ON 1500 PSF SOIL BEARING CAPACITY <l wllw'X ldWpx: 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 PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTNG PER IRC 806J 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 OPENNGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENNGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH Va' MN. 4 1/4' MAX. OPENINGS. IF SAVE YEWS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIK l' SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENNGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WND-DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, t0 A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AFSA) ,430 Sa Fr. OF ATTIC • 6 Sa FT. NOTE: UPPER ROOF VENTNG PROVIDED BY 1'X10' OF VENTILATION REQUIRED (686 SQ INCHES) UPPER VENTS = 343 Sq. In. l'I AF50 ANTS)®'� ROOF VENTS. (50 * N. PER VENT) EAVE VENTS = 343 Sq. In. 'BIRD EAVE VENTING PROVIDED BY 13�11/2' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (51/2' Sq. Im PER BLOCK). LOUDER ROOF: 260 $a FT. 01F ATTIC oA6 OF VENTILATION R OUIR ED (124 SQ INCHES) UPPER VENTS s 62 Sq. In. (2 AF50 VENTS) EAVE VENTS a 62 Sq. In (12 VENTED EAVE BLOCKS) PRE-MANUF. CATHEDRAL TRUSSES 9 UU PLANT SHELF AS PER MFG. SPEC; n SCALE : 1%' = 1I-0' �.ONT. DBL. TOP P6,4TE i-10 14tI61D INWLATION 6H 4RI JW SIDE OF W�4LL 4X HEAVER 2IL1_]r4_tvj__] EXTERIOR PLYINOOD HEADER/INSULATION DETAIL NTS APPLIANCE IN ATTIC NOTES: PER 2012 IRC M1305.13 I. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUGH TO ALLOW REMOVAL OP THE LARGEST APPLIANCE,. BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG: MEASURED ALONG THE CENTERLINE OP 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 ME PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS 18 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 PLATPORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF: MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R49 INSULATION UNDER PLATPOW. (1 LAYER OP R-38 WIGSH DENSITY (10 1/41) 4 1 LAYER R-11 (3 1/29 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. 5. PROVIDJ GALVANISED MT�. DRAIN PAN WITH WET SWITCH. PROVID CONDEN ATION INE FROM FURNACE TO EXTERIOR FOR DRAINAGE. ROOF FRAMING NOTES: I. ALL HEADERS t0 BE 48 OF 02 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WAI;41 WALLS TO QF R BE INSULATED W/ R-10 RIGID INSULATION 1NIA &- 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP.' , vet) • SHALL HAVE DESIGN DETAILS AND SPEC- FICATIONS ON SITE FOR FRAME NSPECTION. p��P pC� 14 2Q1`� • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRIES SHALL BE FIELD -MODIFIED WITHOUT CItq PRIOR CONSENT OF THETRUSS ENGINEER TRENGINEER AND `�(�1f`'1 O O�V�SION THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22W' PER IRC SEC 80iJ • ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURPACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION R806. ALL FRAMING TO COMPLY WITH IRC SECTION P.M. NAIL SIZE AND SPACING TO CCNFORM TO IRC SECTION R602, TABLE R6023. 6, QA REFER TO SHEAR WALL SCHED. NOTE- PASTENER3 FOR TREATED WOOD TO BE NOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER - BEARING OR EXTERIOR WALL NOTCH 25%, BORINGS 40%. - 6096BORINGS IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 4090, BORING 6096. - 14OLES NO CLOSER THAN 5/8 INCH TO FACE OP STUD. WHOLE HOUSE VENTILATION: INTEGRATED; INTEGRATED WITH FUF44ACE SEE SHEET N-2 FOR REQUIREMENTS. USING EXHAUST FANS: PROVIDE WI-F 4 FRESH AIR INTAKE PER SHEET N-2. w 0 H A z 0 WD Plan :No::::] SB2b03 Date: S-18-15 •RF-PER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR PAN SIZINGS AND RUN TIMES Z, G NRAL 6TRUCTURAL NOTE-6 ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, KA = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D So = 1.5 - IBC FIGURE 1613.50) Sma1.0,Is=1.0,R=6.5 Cs = 0.154 INSPECTIONS: NO SPECIAL INSi�CTION$ ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH IWO PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM Pc = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52- GALLONS OF WATER PER S4 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ilB% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS II/2" ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR I'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS PROTECTION IL2" II/2" (15 AND SMALLER) 2" ft AND LARGER) 3" I TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DK OR BETTER POSTS HF*2 OR BETTER 2x FRAMING HK OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.SB. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304S] URO. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLIB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AIS0.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN I/2" DIAMETER. AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST U EYER14AEUSER 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 ILVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYER4AEUSER (MICROLAM) OR APPROVED EQUIVALENT (Fb = 2,600 PSI, E = 1,900000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR-1381. BEARING LENGTH SHALL NOT BE LESS THAN P/4". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL GUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 48 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 V-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d @ 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAILS WITH 16d 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/1(o) WITH A MINIMUM PANEL EDGE NAILING OF 8d s b" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING; MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d 9 12" O.G. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' MSTA24 CONNECTOR UN.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 UND. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY I/2" RATED SHEATHING (24/1(o) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRU55ES: 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 STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4) 5/8" T1-11 8d a 6" O.C. 1/8" im (00" O.C. Qall = 230 PLF OR'/2" OSB I/2" COX Ed a 4" O.C. 11/8" 0 32" O.C. Qa 11 = 350 PLF OR OSB jz SEE DETAIL 12 / 62 0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. EDGE NAILING AT T1-11 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 23043.1. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR EQUIVALENT TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 7 INTO CONCRETE. WASHERS TO BE 3" x 3" x I/4" PER IBC SECTION 2308.12.8 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 4Mo FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. LSTA30 - I4DR I SILL V) '*) TO 3x SLOGGING (TYP. 2 PLAG�9)� R �p11ANC� c,O!De � OC�t 14 2015 Gill Qi T�ISI0N BUDDING I7 m a� a� A a w m 0 U U 0 co a B c CIO p0 co �e� A as .B m 0 co to w^ 0 Cb cq W0,11 mpi'awrm' COPYRIGHT 2014, SEGA ENGINEERS J05 12 -034 '/z" RATED SHEATHING Sdg6"OC. (4" O.C. SIM) EXTERIOR SHEATHING PER 1'z „ RATED SHEATHING w/ NOTE: �-- PLAN OR SCHEDULE TRUSS TO DEVELOP _ Sd 4" O.C. TO FRAMING CAPACITY OF CONNECTOR. • 8d @ 4" O.C. '— Q- 1iz" RATED SHEATHING TRUSS FRAMING ANCHOR TRUSS PER PLAN EACH MSS. USE 1410-2 1 2x BLOCKING w/ 16d a S" O.C. 2x BLOCKING w/ (2) Sd U- SA ®6II O.C. AT DBL TRUSS. GABLE END TRUSS. TO STUD EACH END -1 U j W 1 'Ilk 1/2" RATED SHEATHING U q to A35 ,61 46" O.C. RAFTER OR TRUSS PER PLAN I I I I I I I I DBL 2x TOP PLATE. LAP (USE 24" OC. AT SIM.) w/ (2) Ed TO 2x BLOCKING PER LA 2x VENTED BLOCKING. TRM PER PLAN SPLICE 4'-0" MIN. 4 NAIL w/ 2x BRACE PER TRUSS SUPPLIER PCONNECTOR END NAIL TO TRUSS -o DBL 2x TOP PLATE. LAP 16d 9 6" O.C. STAGGERED. OR 6 45" O.C. SECURE w/ 2x STUD PER PLAN PER PLAN. EACH END w/ (2) ad. SPLICE 4'-0" MIN. NAIL A34 EACH END. NOTE: SHEATHING AND NAILING PER w/ 16d a 6" O.C. STAGGERED SHEATHING 4 NAILING I SEE ARCH FOR FLASHING 2x STUD (NOT a SIM) PLAN OR SCHEDULE. SPLICE PER PLAN OR SHEAR 2x FRAMING PER PLAN. REQUIREMENTS. TO OCCUR ON COMMON 2x FRAMING PER PLAN. WALL SCHEDULE. (HEADER 6 SIM) DBL 2x TOP PLATE. MEMBER OR BLOCKING (BEAM AT SIM) (BEAM AT SIM.)co ' a o w a 1 TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING GABLE END 3 LOWER ROOF FRAMING 'a 5HEAR WALL �4 DRAG STRUT CONNECTION 8 O SCALE: 1" ■ 1'-0" 8 o SCALE: 1" ■ P-0" k,8 SCALE: in ■ I'-0" 52.0 SCALE: 1" ■ 1'-0" C'� m DBL 2x TOP PLATE o SHEATHING 4 NAILING PER NOTE: ad 6 6" O.C. P o PLAN OR SCHEDULE. SEE ARCH FOR FLASHING 1iz" RATED SHEATHING REQUIREMENTS. RATED SHEATHING HDR PER PLAN. Sd g 4" O.C. oa PER PLAN ; o ROOF SHEATHING Sd g 6" O.C. PER PLAN 2x BLOCKING VENTED BLOCKING. END -NAIL w rn a DTC FRAMING ANCHOR a 1211 OC. EACH END TO RAFTER w/ b M INSTALL AFTER PLACING ROOFING (2) Sd NAIL. ATERIAL. cQ 2x STUD m TRIMMER STUD(S) o M TT -ff TRUSS OR RAFTER 2x RAFTER PER PLAN C PER PLAN SHEATHING 4 NAILING '/s" RATED SHEATHING GIRDER TRUSS PER PLAN. PER PLAN OR SCHEDULE. SIMPSON HI KING STUD NAILING PER SCHEDULE. TRUSS PER PLAN DBL 2x TOP PLATE. LAP i 2x NAILER OR TRUSS DBL 2x TOP PLATE. LAP SHEATHING AND NAILING SPLICE 4'-0" MIN. 4 NAIL w/ 16d a V O.C. SPLICE 4'-0" MINIMUM PER PLAN OR SCHEDULE. w/ 16d IT S" O.C. STAGGERED 2 x 6 FRAMING LSTA STRAP PER PLAN. CENTER ON TRIMMER rp ROOF FRAMING 5HEAR WALL GIRDER TRU55 Q 5HEAR WALL ROOF FRAMING Q RAFTER OR KING STUD. 8 Jo SCALE: 1" ■ V-0" E SCALE: 1" ■ 1'-0" 82Jv SCALE: 1" ■ 1'-0" (TYP) Zx SILL PLATE 3x BLOCKING (TYP) SOLE PLATE NAILING. USE 16d a 16" O.C. MIN. STRAP PER PLAN 16d a 8" O.C. SOLE 8d is 4" O.C. 'SIMPSON' 14OLDOUN PLATE NAILING. STRAP PER PLAN SOLID RIM JOIST SHEATHING 4 NAILING RIM JOIST w/ (3) SUBFLOOR (3) Sd JOIST -TO -TOP PER PLAN 16d e EACH JOIST � is 6" O.C. 2x JOIST PER PLAN 2x BLOCKING w/ A35 PLATE UNA. MAINTAIN 3�4" SUBFLOOR FRAMING ANCHOR At s 5HEAR WALL FORCE TRAN5FER DETAIL MIN. TVs" END DISTANCE. LUS24 HANGER BY 6" O.C. TO TOP PLATE. 52.m SCALE: I" ■ 1'-0" SHEATHING 4 NAILING PER PLAN. TRUSS SUPPLIER. SPLICE TO OCCUR ON COMMMON TRUSS PER PLAN. MEMBER OR BLOCKING (SIM. ONLY) 3/4 „ SUBFLOOR Q �O`LSTA24 STRAP 4' ��- (PAR SIDE)lo 16„ JOIST PER PLAN (USE DBL �® �5 2x TOP PLATE MINIMUM C� 2x STUDS PER PLAN. SHEATHING 4 NAILING PER �' �� 'Lo NAIL SHEATHING TO HDR (BEAM AT SIM)JOIST PER PLAN w/ HUSC210-2 a HOLDOUIN) PLAN OR SCHEDULE. - �� 1 HDR PER PLAN. EXTEND --� 2x BLOCKING w/ A35 \\a �N OVER PANEL TO KING STUD, w/ Sd g 3" O.C. EACH WAY. 2x DBL TOP PLATE. LAP FRAMING ANCHOR TO 2x FRAMING PER PLAN. o��u\'\ * . ::: .. + FASTEN TOP PLATE TO HEAD SPLICE 4 -0 MIN. 4 NAIL TOP PLATE. (BEAM AT SIMJ CAI GO , ... , . ER w/ 16d a 6" O.C. STAGGERED. �\\,p\� , + i , , • w/ (2) ROUTS 16d AT 3" O.C. � � 2x STUD PER PLAN. �, , ' ' ' . (BEAM AT SIM)------- (2) 2x STUDS (TYP.) 9 TYPICAL FLOOR FRAMING CONNECTION FLOOR FRAMING a CANT. J015T 11 FRAMING AT INTERIOR 5HEAR WALL S2.® SCALE: 1" ■ P-0" 2.0 SCALE: 1" ■ P-0" 2.0 SCALE: 1" ■ P-0" .. 4x BLOCKING 6 MIDDLE : 1 24" IF REQUIRED. 10'-0` " ----- NOTE: SHEATHING 4 NAILING PER PLAN. ibd 4" O.C. SOLE ' viz" RATED SHEATHING (24/0 EXP 1). Q. SEE ARCH FOR FLASHING SPLICE TO OCCUR ON COMMMON PLATE NAILING. :. NAIL w/ (2) ROWS Sd 3" O.C. AT AND WATERPROOFING 16d 4" O.C. SOLE SHEATHING 4 NAILING 16d a 4" O.C. SOLE MEMBER OR BLOCKING 2x BLOCKING. NAIL EACH :: ; PANEL EDGES. PLATE NAILING. PER PLAN PLATE NAILING. SHEATHING 4 NAILING 2x BLOCKING w/ ed g 6" O.C. END TO JOIST w/ (2) Sd. • • • 2x B PER PLAN OR Sd qo 6" O.C. UNO LOCKING TO SHEATHING AND 16d all O.C. 3�4" SUBFLOOR : • : (2) 2x PLATE. (NAIL SCHEDULE MSTC 14OLDOU N 3%" SUBFLOOR TO BLOCKING. :: : SHT'G TO EA PLATE)ECEIVED 2x BLOCKING w/ 3/4 SUBFLOOR PER PLAN 2x RAFTER PER PLAN BEAM PER PLAN TO S W - CITY OF TUI�WILA 16d Is s" O.C. viz" RATED SHEATHING P OF STEM ALL = ' ELEV. VARIES SEP 2 2 2015�� sk SEE ARCH FOR FLASHING STH014 HOLDOUN UNO. 2x Pt SILL PERMIT CENTER REQUIREMENTS. (2) 4%4 ANCHOR BOLT w/ MIN. TRUSS PER PLAN. 1� JOIST PER PLAN \-7 EMBEDMENT 4 3" x 3" x �/¢'1 JOIST PER PLAN VENTED BLOCKING w/ Sd � 6 O.C. GALVANIZED fE WASHER. JOIST PER PLAN t0 SHEATHING. NAIL EACH END LUS HANGER (TYP.) FOUNDATION PER PLAN. � r LUS HANGER BY TO RAFTER w/ (2) Sd JOIST PER PLAN. RIP TO MIN. 8" THICK STEM WALL w/ y AL SUPPLIER ' 5 0 LUS 210 HANGER BEAM PER PLAN MATCH ROOF SHEATHING +4 BAR HORIZ. TOP 4 BOTTOM. M TC H LD C)llJhl BEAM PER PLAN 2x FRAMING PER PLAN. HI FRAMING ANCHOR 12 PORTAL FRAME PANEL PER PLAN s2.0 SCALE: NOW 2 O 13 5HEAR WALL FRAMING AT REAM 14 5HEAR WALL FRAMING AT REAM 15 FRAMING AT LOWER 5HEAR WALL SCALE: I" - P-0" 82,o SCALE: 1" - I'-0" COPYRIGHT 2015, 5EGA ENGINEERS J0E3 12-034 z Q J a_ J U w V) E L Q) a_ rn c m N 0 J C a 0 i 0 0 a U 0 a_ `o s U) N 0 i 0 0 '- M 0 ly- 0 i J C t d C O REFERENCE SHEET 4 PVC DOWNSPOUT DRAIN LINE `�-• SHEET NO ........ i r , fil C f", _ ::> f : �? t .., e „•• ( e z ! .. t , r • -' a ` —.......... FINISH GRADE OF N FOUNDATION 2 i o0 �' � � j i \ Z5. • 1 I t i i S8804958"E SHEETS ' I j HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 / : ......:.' .. BACKFILL 1 inch = 10 ft. ;PROVIDE 12" MIN COVERAGE ......... 1 ( I 101ML -OF DRAIN WITH CLEAN 1 1/2" - 3/4" —� 'WASHED'ROCK I .... CONSTRUCTION NOTES U) j / I' O1 CONSTRUCT (2'W x 30'L x 2'D) GRAVEL STRIP PER DETAIL 2. ::: t .r ,-'. FILTER FABRIC I I '/ 00 rftt'�lr' y., -•iF ii'i ,.L.. ? 'i. �/i• `�J\:'.,'i..'�f £ r•.'s. ... /— <<r. `vF v \ . / , -l. %� a ti.x' cr ,.r y (11IIIRAFI 100X OR EQUIVALENT) �.• 2 CONSTRUCT (2'W x 10'L x VD) PERFORATED TIGHTLINE STUB OUT a i ..� isr� %r'\r s.i. O ' PER DETAIL 1 FOR ROOF AND FOOTING DRAIN. {, z �f.,: ,1. J r ....-----...._......—...... � ' �" r i'i- i f _......—..._..T... / I j �nif �Y� %�' y v. I l 3 INSTALL 72 LF 1Y2 WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. LOT 1 j� J TUKWILA FIRE DEPARTMENT MIGHT REQUIRES AN ADDITION LINE. •,f �� ' ;� :. ,. �r �'�;"; �- .. �-�- Z f I (17,453 SQ. Fr.) % <E' :j: r Jr J I ,. 4 UTILITY TRENCH (POWER & COMMUNICATIONS). �J I LOT 2 O / ........ (6,903 SQ. Fr.) O5 INSTALL 42 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT NOTES\_4"_ < e AS REQUIRED. PERFORATED PVC FOOTING DRAIN LINE W75 U ' °`� ' o DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS ELBOWS ' © INSTALL 9 LF 4 SOLID PVC ROOF DRAIN COLLECTOR @ 1.00% MIN DOWNSPOUT ,� ti AND OTHER FITTINGS AS NEEDED. co Z AI`TN� (NP)i �� /��O7 INSTALL 12 LF 4" SOLID PVC FOOTING DRAIN COLLECTOR @ 1.00% MIN. _ I (' I � I...��;.J`:;:::: � f cep �� I � 1 i / cs � .. � cl" �— K W :' _ D.° DRAINAGE DETAIL SECTION A -A Jco ..� , , . 8 INSTALL AREA DRAIN OR YARD DRAIN. So,� D . °. j RIM=306.00, IE (NE)=304.00, IE (SE)=304.10, IE (SW)=303.90 SCALE: NONE r I .,cot, Si / �� i R INSTALL 2 LF 4" SOLID PVC STORM DRAIN SLOPE TO DRAIN). �` �° • ° . ' �I These plans have been rc:taiccved by sae Public I ( I l� 10 INSTALL 32 LF 4 SOLID PVC STORM DRAIN (SLOPE TO DRAIN). Z Works s Department for conformance with current � I 11 INSTALL 1" WATER METER ON EXISTING METER BOX (BY WATER City standards. Acceptance is subject to errors and DISTRICT #125). omissions which do not authorize violations of O t; ) adopted standards or ordinances. The responsibility oM, for the ade uac� • of the design rests totally with the 9 g Y fi:. ;F ;., designer. Additions, deletions or revisions to these H. A OF WAS r� drawings after this date will void this acceptance X� ` c i I 4>� i / g p a ;` q• / �/ I o; LE and will require a resubmittal of revised drawings III d I f �� GEND r for subsequent approval PROPOSED SINGLE o PROPERTY LINE - - I 3 FAMILY RESIDENCE /' Final acceptance is subject to field inspection by _ - ,� 42815 •� / E �. E FIRE HYD T - /% o'' B.S.B.L the Public Works utilities inspector. _ �o�� crsTER��,�w R►/ FFE 307.25 Date:1. By jONAL E K ; - ( /f.. •%� / , �-� •� -.,�; ,; RIGHT OF WAY LINE � � I L � — — RIGHT OF WAY CENTERLINE (., B i I Gq �C` I `>/,...... — — — — — ADJACENT PROPERTY LINE WRAP WASHED ROCK ENTIRELY „` a CONNECT TO EX. 6" :'';�� G /� `u' WITH FILTER FABRIC Cn I ` �� F�3 ° �------------------ ROOF OVERHANG LINE t DRAINAGE STUB ,�� 06 / :.; S, / h{ If_: i /D . • �� 0;/ S NATIVE FILL EXISTING GROUND 't_ a°'i m2 4" CONCRETE PAVEMENTLU C 0 // ,, �� 1� // / --- — — — ----- 9 N o f / �.� e E\1%EWEU FOR 1g cu CE Y W DD ��v OMPUM PROPOSED RESIDENCE — 4" RIGID PERFORATED PVC PIPEA� �'" .0 o ' — l' N y'I I I Q W o �%`1✓:: o e a :i D a././� LAID LEVEL (TYP) �lPI� �.� N I 5 1 } i �. W Q r- / :°. D ° b 20' BSBL \'\ r — — — — — e �/ cm Z O eY �� Q Q i . L K� �............f l o W o / ' e' . .!e — — — — — — PROPOSED INFILTRATION TRENCH — ;r ; r ; , �>'''�`t;�' N D Z D CT L t N D• D D -ti s: r" n ° WASHED ROCK 3/4 - 1 1/2 cn c; / �, ty W .e / 6 CN /-``1 �y: #1 \rf:'�:; C{ DIVISION of -Tu"118 M �.� ; . , n BUILDING I 9 cn F - 1 I 11 ° / p �r Y , _ Al .'D' /t'•��'. y� i --°,�.�.� D (r < PARCEL NUMBER ;.` \fY'� f/i J<y./ _�}rir..e�i r ri e. CD .i ' 2 e' . , 0040000381 D o LUZ � N Q Q = _ Z7.34: ° ' H. r Cn R- T 17' S87°51'43"E 2.30'� W �9 W n �= .::... EX. 8 STORM 1 8 o _ _ J ...... . ...... DRAIN _—....�._t ......_ ......—......_ ......_.—...... _ .—....__...... ' �.> _ f _..,....-......._.. r;J ..�' �, I 10 TRENCH X SECTI®N �' J L:� r \ o <~`' — 1. CONTRACTOR SHALL FIELD VERIFY ALL NTS It'' t // F :.. _......._ _....... GRADES PRIOR TO CONSTRUCTION. �p $F 4281 0 I TRACT '°A'° � _...< EEC. 6 SEWER STUB (PVT. ACCESS &;UTILITflES N � ° !f � 2. KEEP INFILTRATION TRENCH 5 MIN. FROM �SS�NStE m m m �: if1l••••-•-.... ...... ._,•--.....—.......�..... YL;,i �,./....—......—. ;�� ; „: ..---• •••-- •-- , SITE BENCH MARK PROPERTY AND 15 MIN. FROM HOUSE o O o >- o Z i 9t ........ 1, ca 3Y I SEWER MANHOLE ' � — -- FOUNDATION. - ..., ......._......._......._.....t. ' �...... T"......; �......._........_--.......—....... _......._. ( � / � — � w O ....._.1.,.._......._....... r = �......._...... ......._ .......—......._...... -- _......._. I .�er.r EXPIRES: j,(, r....... ......._ .......—......._.......�...._._........._......._..... / i { 3. H 5% SLOPE w = j.�;..._ �'S' _ . �. WIDE AWAY FROM THE ... ....... ....... ........ ......_. ' AND 10 FEET W _.......r—.—i.... ........_....._....r _r ; . . _... j I f FOUNDATION......�..._.......—..... ....._ �.....�..... __ ......... __....... _....... _------_......_...... — ...... —...... ......—...... PROPOSEDHOUSE -- _..... ... .......! I I CONNECT TO LOT ROOF DRAIN STUB o AUG 17 2015 2.0' GRAVEL STRIP { EX. POWER & COMMUNICATION ; LOT 3 I U P SLI �W R S L J w CONDUIT f (7,597 SQ. Fr.) SLOPE ' 'l ' EX. 8" SEWER MAIN 2' X 10' LEVEL TRENCH o_ -�� . . W ITH 4" RIGID PERFORATED `n w � j EX. 8" WATER MAIN ., • 4,'t� 'I PVC PIPE tT O T K ILA cli 1- "CONCRETEs LAN VIEW F C OF ROOF BASIN OR AREA DRAIN —i E MI CE T R I ! 4 DRI EWAY NTS WITH SOLID �4RR C`iT 1014 } LOT 4 - ( (6,731 SQ. Fr.) WASHED ROCK 3/4" - 1 X2" ROOF / FOOTING LTA �` °° ,"' PERFORATED TIGHTLINE STUB OUT DETAIL w t ? ' GRAVEL STRIP DETAIL SCALE: NONE 1 r SCALE: NONE 2 0 0 Z T 0 J ai E 0 z 0 T 0 J o, z Q n U w E 0 CL C N 0 i a, C 0 0 / 0 0 Q U 0 a- 0 -C U) L V) 0 L— I 0 0 m 0 o' / c 0 a- c 0 E CD N I LC) N oci A Y 7rtt<;:, r,: 13,ar i INSTALL SILT FENCE PER DETAIL THIS SHEET ARY STOCKPILE R WITH PLASTIC 'AIL THIS SHEET LOT 2 (6,903 SQ. Fr.) REMOVE EXISTING FENCE AND REPLACE WITH WOODEN FENCE AT THE PROPERTY LINE r� C', 0 \l `\ J_ �:;`\ INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET �... 27.34' 1 .. E� if o 3\`�--_./ 587°51'43"E 82.30' 30 — ...... — ...... _ ......—. ._ ,. ,. �: �......._ ...... .:....._....... _.......... ._......... — ...... — i _..... ..�....... —....... _.......... ...... _......... ._..., '..—.......—..... TRAC ? !PVT.ACCESS & ,UTILII:IES/ l f.... ........ : s . � , Yt •—•. tl� i f �l; r ....__......._._........_.........:—.......—......._..5....... i ._._....... .r L........ _.........._._. ......._ _ j.._ ...... , r J t j ' co 06 Z o J�o LOT < UJ (7,597 SQ. Fr.) U) i ;.� pWWU I r �f—N f f I J r { a W � 1 LOT 4 f (6,731 SQ. Fr.) . o N i REFERENCE SHEET i SHEET NO. 2 10.0' MAX. TIRES, SANDBAGS, OR EQUIVALENT EC I OF 2 • MAY BE USED TO WEIGHT PLASTIC HORIZONTAL GRAPHIC SCALE � � - _ SEAMS BETWEEN SHEETS MUST SHEETS 10 5 0 5 10 -- — — OVERLAP A MINIMUM OF 12" AND N :.:: i :::: BE WEIGHTED OR TAPED 1 inch = 10 ft. _ ....._; :..;...; :....:: —: .........CD .: ..... J ::...... ..... LEGEND TOE IN SHEETING IN n o¢ MINIMUM 4"X4" TRENCH — — (/) ' PROPERTY LINE CL I- 00 W C — — RIGHT OF WAY LINE — O CCU :: -- OO — — RIGHT OF WAY CENTERLINE ..::. W :: LL These plans have been reviewed by the Public 2-7Q — — — — — — —ADJACENT PROPERTY LINE Works Department for conformance with curre t a Q ------------------ ROOF OVERHANG LINE PROVIDE ENERGY DISSIPATION City standards. Acceptance is subject to errors , nd —� _ `i. 2"t 2„ ,,,1 . AT TOE WHEN NEEDED omissions which do not authorize violations of U) = Q adopted standards or ordinances. The responsibili w J l7. PLASTIC COVERING DETAFLhe adequacy of the design rests totall with h Y PER 2009 KCSWDM FIGURE C.3.4.A ' ner. Additions, deletions or revisions to these 0 SCALE: NONE drawings after this date will void this acceptance _ 00 and will require a resubmittal of revised drawin gs for subsequent approval d- - J d- V Final acceptance r' p ce is subject to field inspection by � the Public Works utilities inspector. Date: BY; _ [� W Vr/CONTRACTOR TO PROTECT MUD FROM BEING O `::xIS 'ic TRACKED ONTO THE PUBLIC ROAD FLOP/ VARIES ruse NG H. ON!,� of wnsy�� EDGE OF EXISTINGY 42815 ,....... se 739x PAVEMENT �SS10 AL EN�� N:x t sa INSTALL DRIVEWAY CULVERT R=25' MIN. 15' MIN. PROVIDE FULL WIDE (% IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA 0D �� ✓ PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE U z 3 Cn j 4" TO 8" QUARRY SPALLS 2 } 4CV C / NOTES: ► a j— t�J 11� s t e d .-i e W .VAS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF 1U RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF 00 THE ROADWAY. ° o °�° N IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. ( o N j - o CONSTRUCTION ENTRANCE DETAIL M N \ PER 2009 KCSWDM FIGURE C.3.1.A f— .qrrAl P rvnNVF t= C C.- Ir1K T rl C-- JOINTS IN FILTER FABRIC SHALL BE SPLICE AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. V 00� 1�ti D 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. EXPIRES: o C) z z z z N UJ -cn N a- � f]=.. U _ _ !"MWA O O z m m m O O W m 0 Z UW1 N. FILTER FABRIC Z II II Ye II - -- UNDISTURBED II II - Z II III - �' GROUND 0 ..........:...,.......,............,.......,... ,, /' r Y V II---------ZI II \�� i\�i co U U 6' MAX.LU 4" MIN co POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED Nt BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES: I- RE EIt ED TYOF TUKWILA UG11201 EFIMIT CENTER