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Permit D18-0358 - SOUNDBUILT HOMES - NEW SINGLE FAMILY RESIDENCE
SOUNDBUILT HOMES 16255 51 AVE S D18-0358 Parcel No: Address: 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.eov 5379800381 16255 51ST AVE S Project Name: SOUNDBUILT HOMES COMBOSFR PERMIT Permit Number: 018-0358 Issue Date: 4/23/2019 Permit Expires On: 10/20/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SOUNDBUILT HOMES LLC 12815 CANYON RD EAST STE M , PUYALLUP, WA, 98373 MEGAN PARSONS PO BOX 73790 , PUYALLUP, WA, 98373 SOUNDBUILT HOMES LLC 12815 CANYON RD E M, PUYALLUP, WA, 98373 SOUNDHL831CL SOUNDBUILT HOMES PO BOX 73790 , PUYALLUP, WA, 98373 Phone: (253) 256-8748 Phone: Expiration Date: 2/13/2021 DESCRIPTION OF WORK: CONSTRUCT NEW SFR USING PLAN 2978A-4 CAR PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, FIRE BACKFLOW, DRIVEWAY ACCESS, POSSIBLE PAVEMENT CUTTING & RESTORATION, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER. HIGHLINE WATER DISTRICT & VALLEY VIEW SEWER DISTRICT. Project Valuation: $447,688.39 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $14,398.51 Occupancy per IBC: Water District: HIGHLINE Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 F1 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Volumes: Cut: 20 Fill: 20 Number: 0 1 No Permit Center Authorized Signature: Date: 0031/5 I hearby certify that I have read and examined thus permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: a ► �n .2 Date: las)lc 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: 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) 5: 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) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 11: 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. 12: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 13: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 16: 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. 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 20: 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. 21: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 22: 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. 23: 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. 24: Applicant shall obtain water meter from the Highline Water District #125 (206-824-0375). 25: Applicant shall obtain sanitary side sewer permit from Valley View Sewer District (206-242-3236). Verify with Valley View Sewer District that there is an existing Sanitary Sewer Easement across the adjacent property to the North of this site for the benefit of this Building permit. 26: Work under this permit shall comply with the Geotechnical Evaluation by Earth Solutions NW, LLC, dated October 4, 2018. 27: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 28: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 29: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. r1 30: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-0004. Fee based on one single family residence. 33: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 34: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 35: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 36: ***BUILDING PERMIT CONDITIONS*** 37: 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. 38: 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. 39: 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. 40: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 43: All wood to remain in placed concrete shall be treated wood. 44: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 45: 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. 46: 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. 47: 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. 48: 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). 49: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 50: 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. 51: 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. 52: ***MECHANICAL PERMIT CONDITIONS*** 53: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 54: 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. 55: Manufacturers installation instructions shall be available on the job site at the time of inspection. 56: 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. 57: 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. 58: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 59: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 60: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 61: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 62: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 63: 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. 64: 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. 65: 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 gauge. 66: 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. 67: 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. 68: 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. 69: 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. 70: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 71: 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 / r1 72: 10 replacement trees on the property will match the tree replacement plan provided. Planting and maintenance shall be in accordance with best management practices for landscaping to ensure the vegetation's long-term health and survival per TMC 18.54.130.3.c(3). Soil preparation, plant material, and maintenance standards should follow the regulations found in TMC Chapter 18.54.160 including:? Soils must be prepared for planting by incorporating compost and/or topsoil to a depth of 12 inches throughout the planting area, a 4 -inch mulch -free ring must be maintained around the base of the tree trunks, Deciduous tree must have at least a 1.5" caliper at the time of planting as measured 4.5 from the ground, and trees shall be spaced 10-12 feet apart. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 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 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No.� Q 3J+ Project No.: Date Application Accepted: Date Application Expires: 1! lo-7If' nS/o7frS (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 5379800381 1 5 st Ave S PROPERTY OWNER Name: Megan Parsons Address: p0 73790 Name: Soundbuilt Homes Phone: (253) 848-0820 Fax: City: Puyallup State: WA Address: PO Box 73790 Phone: (253) 256-8748 Fax: City: Sumner State: WA Cit': Puyallup State: WA Zip: 98373 CONTACT PERSON — person receiving all project communication Name: Megan Parsons Address: p0 73790 Address: PO Box 73790 Phone: (253) 848-0820 Fax: City: Puyallup State: WA Zip: 98373 Phone: (253) 256-8748 Fax: City: Sumner State: WA Email: meganp@soundbuilthomes.com Phone: (253) 826-7808 Fax: (253) GENERAL CONTRACTOR INFORMATION Company Name: Soundbuilt Homes LLC Address: p0 73790 City: Puyallup State: WA Zip: 98373 Phone: (253) 848-0820 Fax: Contr Reg No.: SOUNDHL831CL Exp Date: 02/13/2019 Tukwila Business License No.: ARCHITECT OF RECORD Name: Soundbuilt Homes Company Name: Landmark Design Architect Name: Kevin Bentson Address: 1202 Main St #104 City: Puyallup City: Sumner State: WA Zip: 98391 Phone: (253) 826-7808 Fax: (253) 826-4946 Email: kevin@landmarkplans.com ENGINEER OF RECORD Name: Soundbuilt Homes Company Name: Sega Engineers Engineer Name: Greg Mesenvitz Address: 22939 SE 292nd P1 City: Puyallup 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 19.27.095) Name: Soundbuilt Homes Address: PO Box 73790 City: Puyallup State: WA Zip: 98373 H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 13-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 580,000.00 Scope of work (please provide detailed information): Construct new SFR using plan 2978A-4 car DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1n1 floor 1,367 27 floor 1,602 Garage ►I carport ■ 1,014 Deck — covered ■ uncovered ■ Total square footage 3,983 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 1 1 furnace <100k btu thermostat emergency generator 2 appliance vent wood/gas stove fuel type: ❑ electric ® gas ventilation fan connected to single duct water heater (electric) 1 other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 2 1 5 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) 1 bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I l.docx Revised: August 2011 bh 1 1 clothes washer shower 3 water closet gas piping outlets 3 Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION -- Scope Scope of work (please provide detailed information): Construct new SFR Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0 ...Tukwila m ...Water District #125 ..• .Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila O ...Sewer use certificate ❑ .. Highline VI ...Valley View 0 .. Renton ...Letter of sewer availability provided ❑ .. Renton O .. Seattle SEPTIC SYSTEM: 0 .. 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): m ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) m .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ... Ho}d Harmless — (SAO) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): m ...Right -Of -Way Use - Potential disturbance m .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 O ...Total Cut ❑ ...Total Fill m ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank m .. Trench Excavation ❑ .. Curb Cut m .. Utility Undergrounding ❑ .. Pavement Cut m .. Backflow Prevention - Fire Protection 1.00 " ❑ .. Looped Fire Line Irrigation Domestic Water VI ...Permanent Water Meter Size 1 WO # VI ...Residential Fire Meter Size 1 " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑ ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ ...water 0 ...sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) 0 ...sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 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 S PERMIT. PROPERTY OWNER OR Signature: LAA Print Name: Megan ORI D ns Mailing Address: PO Box 73790 H:\Applications\Forms-Applications On Line ‘2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: 11/07/2018 Day Telephone: (253) 848-0820 Puyallup WA 98373 City State Zip Page 4 of 4 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S Hopn45 PERMIT # D1'3 — 03SS -ri/l<ulILA SPai La -- Lcx Z (/Co35I 5151' Avg-. 5oµto) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization $250 (1) Erosion prevention 500.00 Water/Sewer/Surface Water 5,0o0.00 Road/Parking/Access 5%000.00 A. Total Improvements io,'SOb• 00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. aLp0.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 Z O Enter total fill volume 2-o cubic yards cubic yards $ 9,tQa.50 (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY DS CUBIC RATE RE CITY 0 Up to 50 CY ✓ Free 51 — 100 $23.50 MA 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 1sT 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 Sa TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION, . I (1+4+5) $ _ EIVED Tt lE&ILA 12 2019 IT CENTER (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 Last Revised 01.01.18 p 0 3 8 °R RECT--- BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ ,A4 • (6) (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 p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. - s 2 51 SQ,UANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 yt{, ::; , 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 r,• i r (8) $ (9) c 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 $ 101'.!-- f I. Other Fees $ Total A through I $ / 8--'g b/3(10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ i3 I 4-'S ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters _...---- Size Size (inches) Installation Cascade Water Alliance RCFC 01.01.2018 -12.3. 18 Total Fee 0.75 $625 $6I 6 $6630 1 $1125 ,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $4 :,140 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $1252 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila Receipt Number R20120 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $494.40 D18-0358 Address: 16255 51ST AVE S Apn: 5379800381 $494.40 Credit Card Fee $14.40 Credit Card Fee R000.369.908.00.00 0.00 $14.40 PUBLIC WORKS $480.00 PAVEMENT MITIGATION TOTAL FEES PAID BY RECEIPT: R20120 R000.344.101.00.00 0.00 $480.00 $494.40 Date Paid: Tuesday, February 11, 2020 Paid By: MEGAN PARSONS Pay Method: CREDIT CARD 04239G Printed: Tuesday, February 11, 2020 2:48 PM 1 of 1 CRWYSTEMS o CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 02/11/2020 02:48:07 PM CREDIT CARD SALE VISA CARD NUMBER: **********6913 K TRAN AMOUNT: $494.40 APPROVAL CD: 04239G RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $258.53 D18-0358 Address: 16255 51ST AVE S Apn: 5379800381 $258.53 DEVELOPMENT $250.93 PERMIT FEE R000.322.100.00.00 0.00 $152.08 PLAN CHECK FEE R000.345.830.00.00 0.00 $98.85 TECHNOLOGY FEE $7.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18247 R000.322.900.04.00 0.00 $7.60 $258.53 Date Paid: Friday, August 02, 2019 Paid By: SOUNDBUILT HOMES Pay Method: CHECK 14436 Printed: Friday, August 02, 2019 11:15 AM 1 of 1 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS 1 ACCOUNT QUANTITY PermitTRAK PAID $11,435.17 D18-0358 Address: 16255 51ST AVE S Apn: 5379800381 $11,435.17 DEVELOPMENT $5,090.49 PERMIT FEE R000.322.100.00.00 0.00 $4,558.99 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $262.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $262.50 IMPACT FEE $4,352.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R104.345.851.00.00 0.00 $2,669.00 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 $1,287.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE _ $264.30 TECHNOLOGY FEE R000.322.900.04.00 0.00 $264.30 TOTAL FEES PAID BY RECEIPT: R17471 $11,435.17 Date Paid: Tuesday, April 23, 2019 Paid By: SOUNDBUILT HOMES LLC Pay Method: CHECK 14674 Printed: Tuesday, April 23, 2019 2:26 PM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK D18-0358 Address: 16351 51ST AVE S Apn: 5379800381 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15787 QUANTITY I: PAID $2,963.34 $2,963.34 R000.345.830.00.00 0.00 $2,963.34 $2,963.34 $2,963.34 Date Paid: Wednesday, November 07, 2018 Paid By: SOUNGBUILT HOMES LLC Pay Method: CHECK 13518 Printed: Wednesday, November 07, 2018 1:57 PM 1 of 1 INSPECTION RECORD ___ 5-ej Retain a copy with permit ‘ g &'3 IN NO. ?' IONPERMIT NO. 'j r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: SOW/4 BUI LT 16.4a, Type of Inspection: ,e!/f/ 7// %0'1--' Date Called: Address: /62s� SssT ,2 s Special Instructions: PUiiDrn& FiP111-4.— Date Wanted: 2. -2.i --2b a.m. p.m. Requester: 3P ii z-9 78 Phone No: 253 –377" '017 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: itig,g0/ 0 6&" cP/NG- A -c.— Inspector: 1-$ Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. FOCTIOM INSPECTION RECORD I -O 55-e)Retain a copy with permit ' N NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .I/ Pip BL)JLT- J14Ivs.5 Type of Inspection: PLLk4i Boi I_D I V). Fi Cr m, Address: 42S - .5&r ,4w Si Date Called: Special Instructions: DQOR co rf P.R 74 Date Wanted: v'2 -12 ZCO a.m. p.m. Requester: $I2izT'7— Phone No: • 1_55 -377 - 1j94i7 es. orrec • . oval. COMMENTS: A__ 0H— p�ow►F/14& Fi744- &J<- £A)R6-/ Ef, Cc/?7 .� 1 -/ 4/11.7---, �'r; ' f> . �� ,B0/ Lp/�. 151)141-L_ Inspector: Date: —/ 2 "2-6 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 41!$ 69358 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: 56VND 90 L'T' f h'tirf Type of Inspection: Address:// / CC dl22s� ✓-"`sT ig cd. Date Called: Special Instructions: /7—1fr ii9 is6 f/j "L- 4/4R6Y tri' ea rg77 bate Wanted: sZ `/'Z -Z5 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must ibe paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD (� Retain a copy with permit I '���rd 3� 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: Z14f7',D .80/c_T Type of Inspection: Address:Date �rit/e,`; / 2SS��• Called: Special instructions: Date Wanted: a.m. /-2.7 2 p.m. Requester: a IITT (Phone aro- 2c 7$,(Au, No•� cyI6.5- -y77_6/9 417 ElApproved per applicable codes. ® Corrections required prior to approval. COMMENTS: D/A_ r/vegel s ie, iiR T'-., ,e/bT Cd 014 PL err 6-1.41Z-14/6-* `" 4'/fi v ✓CEO i2,=p�/Ci![-/N6- `1YSOIA-771:44) --A-PPRZ ✓AD 7v/ e/ acr- /N,57)L947aN —h7'fl al 9 /Z% eM/ --'/l` '1— — m°', i44I Cos PIPIW- — ~c -L_ — ,4PPREA/, fi .v.1806- Ctint, ,..ce I"¢'C , LI9 449 Inspector: Date: /-2 7--Z6 C REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit - INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: SMAdbiki1k- AATfrtAeg Type of Inspection: t dsfQ in litegs. C \S # ON t S Date Called: Special Instructions: Date Wanted: /I I So a,m. p.m. Requester: Phone No: `Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inntector 1y1e1L PW- s gym Dut,:2412 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Trokeiof Inspection: Ad_dr s� s:_ S \C,- 4\ v� n J II-ZSpecial Date Called: Instructions: Date] Wanted: 1 l n / 20 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe t r: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �a e: %24/26 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO;. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt O358 Pro a t:cottta 7TG1'►�Q8 TLype S f I( yw+7.,_ Address: �"' /6m- 5.1 J \/ 6 £ a Date Called: Special Instructions: Zg ?8 Date Wanted:!0 -i *-2/, 2�`, p m. Requester: 1 Phone,3 77 -z'9y7 er applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: Date: /� OM REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D18-0358 Project: -50V IO 81447,% ai Type of Inspection: Amu. ,1i -004,1-77e Address: Q /t25 - 5/577Av.di Date Called: Special Instructions: / 9z -L /6131/L* /l t %3J 7 9 78 7'/cSU14 ?7 Date Wanted: `e `2-5*- l9 a.m. p.m. Requester: $Tr �'Phone No: 25' - 0 7 7-Ycil 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: /97.0004-4) - 4"--L V C-,/ 7'/cSU14 ?7 iffMaC,0 -- viVs eew /)yst TTc34J eVoz. 6/97q4670 6,01.-V Pft 9 1 s7-- f2 (sc -acv Inspector: Date: 9 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr jest: and b t,t� L+-4-1rine5rcac Ty of Inspectio ut) Address:Date S Ove Called: /6255 51 c Se Special Instructions: DOC,v Codi 2178 ( _ % a.m. Date Wanted9-2 / L3 - 2t�%� p.m. Requester: PhZon5e a —377-494'7 ZApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: Groundt 'Jo r �- a" Fht-L? Wa,leir 6eArVice L i nP proyy, cv7a-4e- ide+ if Inspector: * E Date: ?-23.,z06, n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A18 -O358 Project: Type of Ins ction: Address: /&25ff 57.3-r-Alits, Date Called: Special Instructions: R csztiz 2978 Date Wanted: a.m. p.m. Requester: Phone No: 253-377-491-7 123.4eLgoved per applicable codes. Corrections required prior to approval. COMMENTS: og --- 64-s /jam p1-fteX 0K- frsitrni11- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D11-b35g 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: Gir L+ rhi' .7CUel b L 1V 5 Type ° °sppm n de �-r i Address:..�' S .PLIL VL /6265 5 ! AV tat Instructions: q �` Date ted: �f Requester: s Ph rib) No: ) 377— gir7 ❑ Approved per applicable codes. E3 Corrections required prior to approval. COMMENTS: R.I. RAA4141 fl'wn►n5 6,m4-ezfr"-- e sCJAJ "g,,,444 -y15,(1, WI rte. Diiete- IS) Abli" Appv Ate" *- Inspector: n 0 a Date: 7 l ! REINSPECTION FEE REQUIRED. Prior to next inspection, fee must life paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DW -0.36 SO cf �1M�T ,of Ins.ectiQn: fee�_ le -44 ��'�' Address: 0 /62.$76- 5/ Avec S. , er- Special Instructions: Lane IL J' Date Wanted: 5`,.28''MO a.m. pm ax 297k Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ravi MeeAlunteLd. Ple-dexarvic.i. EFF Dater2 dd REINSPECTION FEE REQUIRED. Prior to next insa ion fem p us! be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI'e3sr Project: s ct: /N L Ty ; f (ns � cti / ` Address: .= Date C • d: AsaclaZtructio 77 Q� / v . Datee Wanted: S)-27- ` a.m. p.m. Req Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: c?n,(1\- rifi4OF � e dE-G�s�ar „his CA) �Cf- Inspector3n REINSPECTION FEE REQUIRED. Prior to next insptsctio . fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to sched a reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 bo lase Project: � / '�✓I.tb. $ i`t4 Type of Inspection: Ithi tl, ••LcoVV/6irig. Address: 1;62.6g' 61 ' j1u& . Date Called: Special Instructions: Date Wanted: 6,V2,3O1 a.m. p.m. Requester: Phone No: pproved per applicable codes. JJ Corrections required prior to approval. OMMENTS: Inspector: Date: REINSPECTION EE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 7t6 case Project: � e -Q UI c"' Type of Inspection: 4 itreKciit A[, - Address:Date 11o25S 1'N' S A073• Called: Special Instructions: Date Wanted: a.m. Requester: ell° Phone No: 25'3 4(51,7 Approved per applicable codes. Corrections required prior to approval. C * MMENTS: Fed) InspectcsfJ='`/) G� Date: 717- 2o/J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 6%0 osse• Project: 1CA9 iki 01 i‘ Type of Inspection: 1414/ 60401.014 Address:Date 1 L Z C 5! 61-/� a.vs �' Ca ed: Special Instructions: Date Wanted: Requester: Phone No: NApproved per applicable codes. DCorrreecttiions required prior to approval. COMMENTS: AMI-(L67clie iks e its rme e% )6 , se)ser)‘4.-c rrio a=1mq/ OAJ ifecVisioxE 1'e vrcL- CcVev &zL ;Ai Inspecto J ate: l O „r 7 pyl 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt 03 96 Project: SOSNIf a,/4L-'r Type of Inspection: t) r ctl-7 yL �17i a"L' Address: 1025$ 51.4t l 5 - Date Called: Special Instructions: Date Wanted: --) — L - [l .m. p.m. Requester: 6d/err . Phone No:Z 3 37) 4'9 ` `] Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date:7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Ins�e.ctio_n: Address: /mss' 5f' 4ti s . Date Called: Special Instructions: Date Wanted: 6.0-8 a,m.` p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: bvY.t.t'/i s / l `o 4fi Qv'P c��r,y✓W-1 i/ti/ot.Cvia'/ 121lvlcia-/ron 04 L. 0/4_ -ry RrAc_ttet LC_ G ro%c►L P J34.zre_leeS Z)4.9 7itt ,S se — ar, Inspector:3 Date /v 20 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Lott S.M.-4 "� Type of Inspection: Th44 ‘ Address: I 62-5s 5-1 As 5 Date Called: Special Instructions: Date Wanted: ' a.m. Requester: Phone No: pproved per applicable codes. EJ Corrections required prior to approval. COMMENTS: ,Cfl ta k0 -- Art9.14). Inspector: Date: (.5_„ L REINSPECTION F REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 2/19/2019 208 P112 20181182221EN(NEERINGjf7NALISN£ETS118222 SP099 SEC. 2Z TVP. 23 N., RGE. 4 E., W.M. Landscape Plan - Tree Replacement Plan Prunus Thunder cloud Plum Replacement Tree Legend NB959Y011' 11000 r Y c a 'R2OCAIF DOS1NC D2$1AKDS AWE =WIY1E1RO BUS S • •. MW RIRAISSKN REOURED FROM IOW COUNTY 1E /AO Plil TO 112 (1)I T 1111 DouglaCO RENEEVAAL CR'LEWAYALIEAMAIEFir1PERCJQ�1$1D011 RS -O84 1 16IF 6•INC OD r 1 1 1 1 1 1 1 1 1 1 1 A Tree Locations Are S6'blect b move during lns}Ilation. but counts will remain the same 1 1 1 WA/ER LME \ YFENCE EA PER AN awayy 240050 (17C) DDYIECT 10 E775DN; 171 RAI ..114.00 6.40 22250 Il FILE SCALE: 1" = 10' SITE STATISTICS PARCEL ND• .617980001 ALOPES& Mt SST ANNE 5 142312MLEia ROOC DEW784Y: S77EWILI TOTAL: LOT p7YTACT 11172181411011 ADDRESS WOE NOTES 2 S A 5 6 5 2821 SF OSx 8690 Ss REVIEWED FOR CODE COMPLIANG APPROVED APR 19 2019 P20 �; City of Tukwila 72LILGP,: BUILDING DIVISIO AU OPPOSED SCES MML Er MUM WEN NOT BEINC MORED SIT FENCE 10 bE WSTAUED AS APPROVED er PTY 1NSY0IOR DESWI /S NOT 845E0 06 SURICX ALL UM/1!S NO /D97ORAHVr FROM 65 DATA NOT 10 DE RELIED 1/106 40? CIWSIRUC,NAV PLIWO ES CDVIRACTLW 10 WAFT ALL ELEYARDKS SHORN ON 71AS PEAN LOVIRACTDR PERFORWNC MCRA' SHALL NATE A VAUD 01Y OF 1UYMMA 82066SS LICENSE AU UNITES 0421011C PONE? ARE REQUIRED 70 OE 1MIFR0RX6 KEW Y/1701 IEE ROW IE 1945 A SWEET WE PEWIT AS PART OF 015 Q:RLYA' PERU. 81711 11R' A RRAILLE AAD NOLO HARNESS ADPELLENT FDR IOW N HE ROW ARE REWIRED. 420114C 4115 NHARANT i LOCA/ED DV AE CORAER OF i SST AE S /AV S 16IR1 sr 1 0 RECEIVED / CITY OF TUKWILA • APR 09 2019 PERMIT CENTER RAMMON LTR# o� 0393' PERMIT NO. D18-0358 SURVEYING • PLANNING • CO w a a v o o < SHEET OF 1 1 PROJECT NUMBER 18222 s s Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 2978 A This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 491 0.026 Wood Frame Wall"" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade WaII°•`" 10/15/21 int + TB 0.042 Slab° R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVEWED FOR CODE COMPLIANCE APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit s 1 a Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ❑ *1200 kwh RECEIVED CITY OF TUKWrLA NuV 07 2018 0.5 1.0 0.5 1.5 0.0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be Tess than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Enerqv 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 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information 2978 A Heating System Type: 0 All Other Systems Contact Information Q Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions 1 Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-38 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions Select R -Value Location of Ducts Instructions Design Temperature Difference (;AT) 46 AT= Indoor (70 degrees) - Outdoor Design Temp 2,969 8.5 U -Factor X 0.30 U -Factor X 0.50 U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection Conditioned Volume 25,237 Area 391 Area = UA 117.30 = UA Area = UA 1,679 Area Area 2,640 Area 1,690 Area F -Factor X Length No selection F -Factor X Length No selection Sum of UA 43.65 UA UA 147.84 UA 42.25 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX 4T Air Leakage Heat Load 12,537 Btu / Hour VolumeX 0.6 X AT X.018 Building Design Heat Load 28,686 Btu / Hour Ak Leakage + Envelope Heat Loss Building and Duct Heat Load 31,554 Btu / Hour Ducts in uncondftioned space: Sum of Buiding Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 44,176 Btu / Hour Bidding and Duct Heat Loss X 1.40 for Forced Ai Fumace Building and Duct Heat Loss X 1.25 for Heat Pump UA UA UA 351.04 16,148 Btu / Hour (07/01/13) Window, Skylight and Door Schedule Project Information Contact Information 2978A Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Ref. U -factor ENTRY 1 0.28 DEN 30.0 0.28 DINING 5.04 0.28 KITCHEN 1 0.28 NOOK 5 0.28: GREAT ROOM 4 0.28 PLAYROOM 6 0.28 PLAYROOM 24.0 0.28 PLAYROOM 1 0.28 BEDROOM 2 5 0.28 MASTER BATH 6 0.28 MASTER BEDROOM 6 0.28 BEDROOM 4 0.00 0.28 0.00 1 6 CLOSET 4 0.28 BEDROOM 3 5 0.28 ENTRY DOOR 0.00 0.20 GARAGE/DWELLING DOOR 0.0 0.20 0.0 1 6 0.00 4 0.00 1 6 0.0 4 0.0 0.00 0.0 0.00 0.0 0.00 2 2 2 0 1 5 4 6 1 3 8 1 2 8 6 8 Width Height Qt. Feet Inch Feet inch Width Height Qt. Feet inch Feel: Inch 1 1 ° 5 30.0 1 6 5.04 5 13.44 1 6 27.0 5 12.0 1 4 6.72 4 6 1 6 24.0 8 24.0 1 8 0.00 5 2.24 1 6 24.0 4 6 1 4 0.00 3 0.00 1 6 0.0 4 0.0 1 5 0.00 4 0.00 1 4 0.0 4 0.0 1 6 0.00 4 0.00 1 6 0.0 4 0.0 0.00 0.0 0.00 0.0 0.00 2 2 2 0 1 5 4 6 1 3 8 1 2 8 6 8 Area UA 0.0 0.00 0.0 0.00 Area UA 5.0 1.40 30.0 8.40 30.0 8.40 18.0 5.04 48.0 13.44 40.0 11.20 27.0 7.56 12.0 3.36 24.0 6.72 20.0 5.60 16.0 4.48 24.0 6.72 24.0 6.72 0.0 0.00 8.0 2.24 22.5 6.30 24.0 4.80 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 390.3 105.94 Area 0.27 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 390.3 105.94 4 ILE STRUCTURAL CALCULATIONS FOR THE SOUNDBUILT HOMES RESIDENTIAL PROJECT Plan 2978 August 7, 2018 Job No.: 03-051 Location: xxx 51st Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers REVIEWED FOR CODE COMPLIANCE . APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION RECEIVE) CITY OF TUKWILA NUV (; 7 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292' PL (360) 886-1017 Black Diamond, WA 98010 bI8 o3ss STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood Hoists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calcuPlations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers, Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project Plan 2978 Job No. 03-051 By: GAT Checked Date: 09/21/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph 1.00 B K21 Exposure Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineelys /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project Plan 2978 Job No. 03-051 By: GAT Checked Date: 04/23/14 Sht 2 LOADS ROOF DL 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 LL 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 FLOOR DL Flooring 0.5 psf 3/4' Plywood 2.3 2x12@16"oc 3.3 5/8' GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 WALLS LL Residential W psf Total Deck Load 6psf DL Siding 3.5 1/2' Plywood 1.5 psf 2x6@Woo 1.7 Insul 0.6 1/2' GWB 2.2 Copyright 2014, SEGA Engineers 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 6440+/rtibr 1) C /�1+1 e_ v4Z4P ) /p/,to (CH) (4.07y 40.0 74. Yr- (o.tf4)(4r`Yz = /11AIOr� P4 Zg76 JOB NO. p s ,ozy FIGURED BY 6„0. CHECKED BY DATE • Zf'J SHEET] OF . �= (),z.V0P } c Zi Zile eve- 4s( l z e— G leakezs -T �t~ � o,-r,vciv w.- G \t4 ' T) - 4 a cevni- 6,04 14,4 a 04 V/2.1-0/1' 4� 51z 14P: w Z1.� 70.0 _ 6, !tin (/492- = �z rick- / flf' C.pston csma.i 9t) krz- �o4 t11e14:1) = i, Z" Copyright 2013, SEGA Engineers 1)'�/L-it. &L4 4- 4X1.0 *— SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 IzAle JOB NO. 01-0,51 FIGURED BY is CHECKED BY DATE V' SHEET 4.OF 4,1Csspsr) t)oo Stosivi- t XA° ray -1= 1, 3grfi)c Ttit: (.1- ,1(5sr)1-1 ou er- t (4411F).:- 11Ln/ 14' �= Oat ws,-- C?c.JL 'yF} f /007 •-14\L4%1F\ " 11 43o y' r M r;(3.Vt) (,,u) 4C3l(.01-11 (.. ) = 4, f"/A, r-• 4 sic 61#W 914( 373 >1036M17- KG') z 164 E/Zi: I4 e_ 'moi stoty) = too?, K/4t z v" c!zX t,c,cjf»: 4 ' or 4 -rt 0, U4 Wet )(a)3 c 5/3}Cto3 ltirz �� /-f' Copyright 2013, SBGA Engineers i 1 3lzrj9l��.t/� Ok 4-- SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939_ SE 292nd Place _ .. Black Diamond, Washington 98010 (360) 886-1017 z-97$ JOB NO. ©3. -art FIGURED BY CHECKED BY DATtz E Z// ( SHEET OF 1/0U- Opp.rk Fu Rooni, — cpsd (' 1somr) titooptp } C) i N UL% (4pJ) 2 4C/o Copyright 2015, SEGA Engineers 5'21 ' ciS( /1,./)(12, )2 t 01.1,1(8.90-01 - 1,4 friw t 5l7 s* SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 J (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DAT> /70/ SHEET. Cop. 2R7� JOB NO. cam, vs 1 FIGURED BY 'k AT 'NJ LAp r r �n (i4^'? 9 t. ' �2' , 1 - IV -1:3 1 11‹ (Q ,L0-zi ) � 2d it- r71,0- 2°./..Ad,o- "Ff)7- (o, -y- /flak) -1-frA-Nsfet_isri, et , Z3 Z k�03 Y,Jt s'91. „r �&-- t- Gm -mac (3 -eh& epi?onv`.- Et, --f V,'R (3&-)C4o,&;' C ti� - .e,0404 - T ZV- 1 ( C 3r' rA/ = 29 rrr-f- V-S,S�. M4. --€211M191 - Olt) xI aiL • Copyright 2010, SEGA Engineers 1 Si ( 1 s'k - /3+; UW, ot: SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project Plan 2978 Job No. 03-051 By: GAT Checked Date: 06/27/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDs W R where, F = 1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Moor = Eq. 12.14-11 (Table 11.4-1, SS > 1.25) (40ft) (45ft) (16psf)+ (2) (40ft+ 45ft) (4.Oft) (9.5psf) = 35 kips (40ft) (40ft) (14psf) + (2) (40ft+ 40ft) (8.5ft) (9.5psf) = 35 kips W total = 71 kips Design Base Shear , V = ( .169) (71 kip) = 11.9 kip E= 11.9 kip = 8.5 kip 1.4 WIND Design Wind Pressure, ps = A Kn ps3o Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 20 ft 25 ft 30 ft = 1.00 Section 26.8 p30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) P0.15 = (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) Design Base Shear: (Wind) Vob= (40ft) (10ft) (17.7psf) + (40ft) (5ft) (17.7psf + (40 ft) (5ft) (17.7 psf) + (40 ft) (5ft) (17.7 psf) =17.7 x 0.6 = 10.6 kips Therefore, Vos= (50ft) (10ft) (17.7psf) + (44ft) (5ft) (17.7psf) + (39ft) (5ft) (17.7 psf) + (11 ft) (5ft) (17.7 psf) =17.2 x 0.6 = 10.3 kips Wind Loads Govem for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Enginecrs SEGA Engineers PROJECT Z,_11 a -,A0 / Structural & Civil Consulting Engineers 22928 SE 312th ST • Bllack Diamond, Washington 98010 (360) .886-1017 • Fax . (360) 88.6-1016 JOB NO. 0 3 -c.1 FIGURED BY 64r CHEC-ICED BY DATE -SHEET OF _E-Aew y.f.,„4._.--73.-6-5—.14. v aQ g44)7{,-tegom: #i . 604 x /6641. t :.. -�1�A! If - di ( (i°909101. - • ,I \IJ = ie -',5,90'i -ALLOW--: j" /0%S. . k 1(x1&1 - 3. r f tto L. 11 }-4 ti It r '!u. , / z; _ . �'s--`. LAP'S it 71 --pt G.. .45-. ckt- logri , Copyright 2003, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers Zq 76 -- f , JOB NO. 0 ...os FIGURED BY 0.47- 22928 SE 312th ST • Black Diamond, Washington 98010 �--- (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE rr f SIIEETt© OF Copyright 2003, SEGA Engineers = tilo r J�.^ — s PF l r jop �� Qf _• .� •. � —.xiJic /���{j�-jjam�•_ VLr jt 0/ �/r�+- �4 .-t' ,. vi.r r ri T,t 41;'.,-:-.t' ^ 74* J1 r 1 7 { _ s. -5:_'").(14A- A' 3 -{ 1 ) - + S { =+! s' t*,S —.-, 1 1 4o0/ ; � I. 4- -P , . 7.0 !.. ifiAti.114 It ,!., _21J...et-pl. Ro, ' )7 4' .4% -- e' _ , i 4' . • Li ' f a _ t. —( at�o_ _ . . . .. =;. 'f { 1 74)10 Copyright 2003, SEGA Engineers SEGA Engineers PROJECT IA t / Structural & Civil Consulting Engineers JOB NO. 0'ir©S ` FIGURED BY r 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATE xi/ SHEET )t -OF -e.$111. 1 hi &I tr;1 0092- = Z3S 3 • S'9 �'+ �rf�'- /7. q 2, " #7t7, s' V Copyright 2015, SEGA Engineers 01.1=11,0 rPLic 41, SEGA Engineers PROJECT / Structural & Civil Consulting Engineers -z 76-- A JOB NO. I, 3 „ o,si 22928 SE 312th ST • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 8864016 CHECKED BY FIGURED BY 44- DATE '1l L/ 14 SHEET OF Copyright 2003, SEGA Fngineers • T ./ P . -i • �--- -A /14 _ _ ^_ 31- • -.': ' " 1.1 i.tito_1.4: \if-, 6* 1 1 ___ _. ._ _. -_ .... .- _ - 1 i { -_.__ ._ __.__._____. -_ 1 � - Copyright 2003, SEGA Fngineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT PLAN 2918 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 886-1016 03-051 FIGURED BY GAT CHECKED BY DATE 02/12/15 SHEET 15 OF 15 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) \ A? 1/2" OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. QaII = 230 plf / CDX . /'/2' OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf CDX > 1/2" OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. ®. See Detail 12/S2.0 for Construction Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. TSE Engineering Re: SJ808459 SOUNDBUILT NW/2978A/RD FILE Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: I12437654 thruI12437676 My license renewal date for the state of Washington is August 20, 2020. August 28,2018 REVIEWED FOR CODE COMPLIANCE APPROVED • APR 19 2019 City of Tukwila BUILDING DIVISION Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. RECEIVE -7,D CITY OF TUK LA P18- 03s - MW! 07 2018 PERMIT CENTER Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/R0 112437654 SJ808459 A GABLE 1 1 Job Reference (optional) N_ d 4 -1-0-0 1-0-0 5-5-8 5-5-8 8.220 s May 29 2018 MiTak Industries, Inc. Tue Aug 28 10:04:27 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-8tff_biwCkS70hikNhHtjhSX45nue3hlrZFWulyjLs2 7-5-8 6.00 12 1.5x4 II 10 4 1.5X4 II 3 1 1 1.5x4 II 5 4x4 = 11 9 1.5x4 II 12 8 1.5x4 II 7 1.5x4 II 01118 2-0-0 cdS Scale: 1/T=1' Plate Offsets (X.Y)— [2:0-1-8,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • 7.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI, TC 0.39 BC 0.19 WB 0.05 Matrix -P DEFL. in (loc) I/defl Ud Vert(LL) 0.01 6 n/r 120 Vert(CT) -0.01 6 n/r 90 Horz(CT) -0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACRNG- TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. REACTIONS. All bearings 5-5-8. (Ib) - Max Horz 2=122(LC 33) Max Uplift All uplift 100 Ib or less at joint(s) 9 except 7=-108(LC 33), 2=-627(LC 30), 8=-124(LC 16) Max Grav All reactions 250 lb or less at joint(s) 9, 8 except 7=416(LC 17), 2=684(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1467/1369, 3-4=-745/684, 4-10=-416/353, 5-7=-407/113 BOT CHORD 2-11=-1152/1146, 9-11=-608/602, 9-12=-608/602, 8-12=-608/602, 7-8=-438/432 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 (Dads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 7=108,2=627,8=124. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 3-5-8 to 5-5-8 for 313.9 ptf. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard • August 28,2018 a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper oncorporation of component is responsibility of bujlding designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bullr8ngtddsigner. F$r gginerayguidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSIRPII quality Criteria, DSE-89 and BCSI1 6JyiidingComponent Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VVI 53719,,; r theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437655 SJ808459 Al MONOPITCH TRUSS 3 1 Job Reference (optional) Truss Co, Sumner, WA d 4 -1-0-0 1 1-0-0 5-5-8 5-5-8 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:27 2018 Page 1 ID kpAlOW RFeurjcbe0OWECxzDE17-8tff biwCkS7OhikNhHtjhSX45nje3UIrZFWulyjLs2 7-5-8 2-0-0 d 4 Scale = 1:23.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.39 BC 0.20 WB 0.00 Matrix -MP DEFL. in (loc) Udefl Ud Vert(LL) -0.03 5-8 >999 360 Vert(CT) -0.07 5-8 >972 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=256/0-3-8 (min. 0-1-8), 5=377/0-1-8 (min. 0-1-8) Max Horz 2=110(LC 7) Max Uplift 2=-10(LC 10), 5=-85(LC 10) Max Gray 2=256(LC 1), 5=437(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-391/97 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 10) All dimensions given in feet -inches -sixteenths (FFIISS) fomlat. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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, consul ANSIITPI7 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Ono910 Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437656 SJ808459 A2 MONO TRUSS 6 1 __ _ _ Job Reference (optional) -1-0-0 1-0-0 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:28 2018 Page 1 ID:kpAlOW RFeuijcbe00WECxzDE17-c3D1Cig'Yz2a_erHwwPo6Gu?iYV6ZNWkS4D?4QTyjLs1 5-4-0 515 5-4-0 0-1-8 1.5x4 II 3 3x4 = 5-5-8 5-5-8 Mpq J Scale = 1:19. Plate Offsets (X.Y)- [2:0-0-12,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL. 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.40 BC 0.29 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0.05 4-7 >999 360 Vert(CT) -0.09 4-7 >735 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=285/0-3-8 (min. 0-1-8), 4=206/0-1-8 (min. 0-1-8) Max Horz 2=82(LC 9) Max Uplift 2=-32(LC 10), 4=-34(LC 10) Max Gray 2=290(LC 17), 4=228(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp; Ct=1.10 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 limes flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity 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/TPII Quality Crlterta, DSB-89 and BCSN Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437657 SJ808459 A3 GABLE 1 1 Job Reference (optional) Truss Co, Summer, WA -1-0-0 1-0-0 6.00 I12 1.5x4 II 3 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:29 2018 Page 1 ID:kpAlOW RFeufjcbe0OWECxzDE17-4FmQPHjAkLirF?s6U6JLp6XyTvVj6zTbJtkdyvyjLsO 5-4-0 5 8 5-4-0 0-1-'8 1.5x4 II 5 1.5x4 i1 4 4111 2x4 = 8 1.5x4 II 7 1.5x4 II 6 1.5x4 II arils Scale =1:19.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.04 WB 0.03 Matrix -P DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 120 Vert(CT) 0.00 1 n/r 90 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 5-5-8. (Ib) - Max Horz 2=82(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 7, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 7, 8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 fd between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 7, 8. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramesters and proper incorporation of component is responsibilay of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSITTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Infomnatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job SJ808459 Truss B Truss Type MONO TRUSS Qty 4 Ply 1 SOUNDBUILT NW/2978A/RD 112437658 Job Reference (optional) umner, b 8.220 s May 29 2018 MINX Industries, Inc. Tue Aug 28 10:04:29 2018 Page 1 100 7-4-0 e kpA10W RFeufjcbe00WECxzDE17-4FmQPPHjAkLirF?s6U6JLp6Xm8vM06z_bJtkdyvyjLs0 1-0-0 7-4-0 0-'1=8 1.5x4 II 3 1 7-5.8 8 7-5-8 I' d Scale = 1:25.2 Plate Offsets (X,Y)- [2:0-1-8 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • DL 7.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.86 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.18 4-7 >479 360 Vert(CT) -0.32 4-7 >275 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=363/0-3-8 (min. 0-1-8), 4=288/0-1-8 (min. 0-1-8) Max Horz 2=111(L C 9) Max Uplift 2=-67(LC 10), 4=-77(LC 10) Max Gray 2=373(LC 17), 4=329(LC 17) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. 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=1.10 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 fd between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) 2, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/1PI1 quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. )rrc. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437659 SJ808459 C MONO TRUSS 6 1 Job Reference (optional) Truss Co, • Sumner, WA -1-0-0 1-0-0 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:30 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-ZSKocdkoVfgit9RJ2ggaLJ44NIozrQEkYXUAULyjLs? 4-10-0 4-1178 4-10-0 0-1-8 3 3x4 = 4-11-8 01:41 3 4-11-8 I8 dl N Scale = 1:17.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.32 BC 0.23 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.03 4-7 >999 360 Vert(CT) -0.06 4-7 >999 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=265/0-3-8 (min. 0-1-8), 4=186/0-1-8 (min. 0-1-8) Max Horz 2=75(LC 9) Max Uplift 2=-50(LC 10), 4=-50(LC 10) Max Gray 2=269(LC 17), 4=203(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. 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=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 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) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/7PII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437660 SJ808459 C1 GABLE 1 1 Job Reference (ootional) Truss Co, Sumner, WA -1-0-0 1-0.0 8220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:30 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-ZSKocdkoVfgit9RJ2gqaLJ46yIqvrQEkYXUAULyjLs? 4-10-0 4-t1tt8 4-10-0 0-1-8 3x4 4-11-8 4-11-8 GIL la dl N Scale = 1:17.3 Plate Offsets (X.Y)- 12:0-4-0.0-2-11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.15 BC 0.11 WB 0.00 Matrix -MP DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 4-11 >999 360 Vert(CT) -0.03 4-11 >999 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=272/0-3-8 (min. 0-1-8), 4=177/0-1-8 (min. 0-1-8) Max Horz 2=76(LC 9) Max Uplift 2=-51(LC 10), 4=-48(LC 10) Max Gray 2=276(LC 17), 4=195(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. 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=1.10 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 1-4-0 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 20.0psf 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. 9) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPM Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. arc. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2973A/RD 112437661 SJ808459 D GABLE 1 1 Job Reference (ootional) TNss Co, Sumner, WA -1-0-0 1 1-0-0 6-0-0 6-0-0 8.220 s May 29 2018 Welk Industries, Inc. Tue Aug 28 10:04:32 2018 Page 1 ID:kpA10W RFeufjdbe00WECxzDE17-VgSY1Jrn31G4Q6Sbh9Ft2Qk9Of6UIJKJ1?rzHYEyjLrz 12-0-0 4x4 = 6 13-0-0 6-0-0 1-0-0 Scale: 1/2"=1' 4x4 i 18 17 1.5x4 II 1.5x4 II 16 1.5x4 II 15 1.5x4 II 12-0-0 14 1.5x4 II 13 12 1.5x4 II 1.5x4 II 4x4 12-0-0 r, 4 d Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 [2:0-3-10.0-1-14],10:0-3-10.0-1-14] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.21 WB 0.03 Matrix -P DEFL. in (loc) I/defl Vert(LL) 0.00 11 n/r Vert(CT) 0.00 11 n/r Horz(CT) 0.00 12 n/a Ud 120 90 n/a PLATES GRIP MT20 185/148 Weight: 46 Ib FT = 16% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-42(LC 40) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-727(LC 38), 10=-735(LC 41) Max Gray All reactions 250 Ib or Tess at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=762(LC 51), 10=762(LC 50) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1593/1568, 3-4=-1047/1058, 4-19=-696/726, 5-19=502/607, 5-6=351/396, 6-7=-351/392, 7-20=-489/597, 8-20=692/713, 8-9=-1036/1041, 9-10=1575/1554 BOT CHORD 2-18=-1243/1282, 10-12=-1243/1282 Structural wood sheathing directly applied or 4-6-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-1-11 oc bracing: 2-18,10-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=lb) 2=727, 10=735. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 10-0-0 to 12-0-0 for 690.0 plf. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437662 SJ808459 E GABLE 1 1 Job Reference(optional) MSS Co, urnner, 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:33 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-z10wFtnhoaCHkc9ujyOHzyiavWpL21DBEvg4gyjLry 1-1-001 10-0-0 I 14-0-0 i 20-0-0 121-0-01 1-0-0 10-0-0 4-0-0 6-0-0 1-0-0 3x6 = Scale = 1:42.7 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 27 26 25 24 8-5-8 8-5-8 5x16 = 23 3.00 12 140-0 5-6-8 20-0-0 6-0-0 3x4 1 Plate Offsets (X.Y)— [12:0-3-0.Edge]. [19:0-2-8.0-2-8]. [23:1-1-8.0-2-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 .0 BCDL 7 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2015/TP12014 CSI. TC 0.36 BC 0.32. WB 0.18 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.05 22-34 >999 Vert(CT) -0.09 22-34 >999 Horz(CT) 0.03 20 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 98 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 8-5-8 except (jt=length) 20=0-5-8. (Ib) - Max Horz 2=-66(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 20, 23, 24, 25, 26, 27 Max Gray All reactions 250 Ib or less at joint(s) 2, 25, 26, 27, 2 except 20=502(LC 1), 23=802(LC 1) BRACING - TOP CHORD BOT CHORD JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 19-20=-975/62, 9-23=-1129/115, 9-11=-1066/110, 11-13=-1027/113, 13-16=-974/117, 16-18=-956/104, 18-19=-932/94 BOT CHORD 22-23=0/814, 20-22=0/847 WEBS 19-22=0/470 Structural wood sheathing directly applied or 5-4-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 22-23,20-22. 1 Brace at Jt(s): 13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 Toads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 8) * 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. 9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 20, 23, 24, 25, 26, 27, 2. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSITrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. tivc. Job SJ808459 Tiuss Co, Sumner, WA Truss El Truss Type Scissor Truss Qty Ply -1-0-0 1-0-0 5-5-2 5-5-2 SOUNDBUILT NW/2978NRD Job Reference( optional) 112437663 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:34 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-RDaJS?nJYuK8Mmk4HgvWW9FIaw5On5jKS9SOc7yjLnc 10-0-0 14-0-0 20-0-0 21-0-0 4-6-14 4-0-0 6-0-0 1-0-0 4x6 = Scale = 1:37.5 4x4 8-5-8 5x6 = 3.00 171. 13-10-4 8-5-8 5-4-12 14 -2 o -i -1z 3x6 20-0-0 6-0-0 0 4 Plate Offsets (X Y1- f2:0-2-10.0-2-61.(4:0-2-12.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 DL 7.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.37 BC 0.52 WB 0.61 Matrix -MSH DEFL. in (loc) I/deft Lid Vert(LL) -0.16 9-12 >999 360 Vert(CT) -0.31 9-12 >787 240 Horz(CT) 0.12 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 71 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=866/0-5-8 (min. 0-1-8), 6=866/0-5-8 (min. 0-1-8) Max Horz 2=-66(LC 11) Max Uplift 2=-74(LC 10), 6=-74(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1359/120, 3-16=-1090/74, 4-16=-1010/92, 4-17=-2300/193, 5-17=-2360/177, 5-6=2385/117 BOT CHORD 2-9=-112/1181, 8-9=-18/895, 6-8=-46/2126 WEBS 3-9=-407/122, 4-8=-133/1615, 5-8=-352/131 Structural wood sheathing directly applied or 3-3-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mi fek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPI1 Quality Criteria, DSB-89 and BCSN Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978AJRD 112437664 SJ808459 E2 SCISSOR TRUSS 1 1 _Job Reference (optional) ss Co, Sumner, -1-0-0 1-0-0 5-5-2 5-5-2 10-0-0 14-0-0 20-0-0 4-6-14 4-0-0 6-0-0 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:35 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-vP8hgLoxJBS?zwJGrNQI2NnvIJROWYsThpBx9ZyjLrw 4x6 = 4x4 8-5-8 8-5-8 5x6 = 3.00 12 13-10-4 140 20-0-0 4x4 5-4-12 6-0-0 Scale = 1:37.4 1$ 0 Plate Offsets (X.Y1- [2:0-2-10.0-2-61.t4:0-2-12 0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • 7.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.41 BC 0.54 WB 0.62 Matrix -MSH DEFL. in (loc) I/defl Ltd Vert(LL) -0.16 8-14 >999 360 Vert(CT) -0.31 8-14 >787 240 Horz(CT) 0.12 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 70 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 6=798/0-5-8 (min. 0-1-8), 2=868/0-5-8 (min. 0-1-8) Max Horz 2=72(LC 14) Max Uplift 6=-59(LC 11), 2=-74(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1362/120, 3-15=-1093/74, 4-15=-1014/92, 4-16=-2320/209, 5-16=-2381/193, 5-6=2404/133 BOT CHORD 2-8=-118/1184, 7-8=-25/899, 6-7=-73/2145 WEBS 3-8=-399/122, 4-7=150/1635, 5-7=357/132 Structural wood sheathing directly applied or 3-2-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard • August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 9111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437665 SJ808459 E3 SCISSOR TRUSS 3 1 Job Reference (ootiona0 Truss Co, t0 d Sumner, WA 1 5-3-10 5-3-10 1 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:36 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-Nch3tgpZ4Vasb4uSO4x baK44mjF?rdwTxVh?yjLry 9-10-8 1 13-10-8 1 19-7-8 1 4-6-14 4-0-0 5-9-0 4x6 = Scale = 1:34.8 4x5 = 8-4-0 5x6 = 8-40 1 3.00 12 13-8-12 5-4-12 0-1-128 3x6 19-7-8 5-9-0 1 0 Plate Offsets (X Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 (3:0 -3 -0.0 -1 -81.(5:0 -0 -12.0 -0 -10j.[6:0 -2-4.0-3-8j SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc- YES Code IRC2015/TPI2014 CSI. TC 0.44 BC 0.53 WB 0.57 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.15 7-10 >999 360 Vert(CT) -0.28 7-10 >844 240 Horz(CT) 0.11 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 67 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=785/0-4-0 (min. 0-1-8), 5=785/Mechanical Max Horz 1=60(LC 10) Max Uplift 1=-58(LC 10), 5=-57(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1323/120, 2-14=-1059/74, 3-14=-981/92, 3-15=-2186/203, 4-15=-2243/187, 4-5=2278/127 BOT CHORD 1-7=-120/1145, 6-7=-27/869, 5-6=-71/2018 WEBS 2-7=-385/123, 3-6=144/1511, 4-6=-321/130 Structural wood sheathing directly applied or 3-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 fA between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity 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 ANSITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. uvc. Job SJ808459 Truss E4 Truss Type HOWE Qty 1 PIy n SOUNDBUILT NW/2978A/RD 112437666 Job Reference (ootional) piss co, urnner, 5-3-12 5-3-12 6.00 12 9-10-8 1 14-5-4 19-7-8 1 4-6-12 4-6-12 5-2-4 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug28 10:04:37 2018 Page 1 ID:kpA10W RFeurycbe00WECxzDE17-roFR50gCrpiiDETfyoSD7os7p7Ox_QAm97g2DRyjLru 6x6 11 3 Scale = 1:37.2 4x5 2 23 24 4x5 4 W3 1 7 [8 l 15 5x10 % THD26 16 THD26 8 17 3x8 11 THD26 18 THD26 7 10x10 = THD26 19 20 6 21 22 THD26 3x8 THD26 THD26 5x10 THD26 5-3-12 9-10-8 14-5-4 5-3-12 4-6-12 4-6-12 Plate Offsets (X.Y)— [1:Edge,0-3-1].[2:0-1-12.0-1-8].[4:0-1-12.0-1-12].[5:0-1-11.0-3-3] [6:0-4-8.0-1-8] [8:0-4-8.0-1-8] 1 19-7-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.95 BC 0.92 WB 0.69 Matrix -MSI -I 5-2-4 5 DEFL. in (roc) I/deft L/d Vert(LL) -0.19 6-7 >999 360 Vert(CT) -0.30 6-7 >773 240 Horz(CT) 0.07 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 181 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* W3: 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=6249/0-4-0 (min. 0-3-5), 5=6255/Mechanical Max Horz 1=60(LC 27) Max Uplift 1=-393(LC 10), 5=-395(LC 11) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-11327/713, 2-23=7768/489, 3-23=-7700/506, 3-24=-77001507, 4-24=-7765/493, 4-5=11116/702 BOT CHORD 1-15=-650/10104, 15-16=-650/10104, 8-16=-650/10104, 8-17=-650/10104, 17 -18= -650/10104,7 -18=-650/10104,7-19=-582/9903,19-20=-582/9903,6-20=-582/9903, 6-21=-582/9903, 21-22=-582/9903, 5-22=-582/9903 WEBS 2-8=-158/3137, 3-7=-389/6583, 4-6=-149/2955, 2-7=-3766/306, 4-7=-3536/295 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 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 iindicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow Toads have been considered for this design. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011 uplift at joint(s) except (jt=1b) 1=393, 5=395. 10) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 17-11-4 to connect truss(es) G1 (1 ply 2x4 HF), G2 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSITriP11 Quality Criteria, DSB-89 and BCSl1 Building Component Safety Information available from Truss Plate Ilnstitute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437666 SJ808459 E4 HOWE 1 n G Job Reference (optianal) Truss Co, Sumner, WA 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. 8.220 s May 29 2018 MITek Industries, Inc. Tue Aug 28 10:04:37 2018 Page 2 ID:kpA10W RFeufjcbe00WECxzDE17-roFR50gCrpiiDETfyoSD7os7p7Ox QAm97g2DRyjLru LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 9-12=-14, 1-3=-66, 3-5=-66 Concentrated Loads (Ib) Vert: 7=1215(6) 15=1215(6) 16=-1215(6) 17=-1215(13) 18=-1215(6) 19=-1215(13) 20=-1215(6) 21-1214(B)22-1214(B)13 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer • not truss designer. Brading shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity 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 ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job SJ808459 Truss F Truss Type GABLE Qty 1 Ply 1 SOUNDBUILT NW/2978A/RD 112437667 Job Reference (optional) -1-0-o 1-0-0 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:39 2018 Page 1 ID:kpA1OW RFeutcbe00WECxz0E17-oANCVirSNQyQSXd14DVhCDydExtwSUv3cR991KyjLrs 7-0-0 I 14-0-0 15-0-0 7-0-0 7-0-0 1-0-0 3x6 = 1.5x4 II 8 1.5x4 II 9 1.5x4 II 1.5x4 II Scale = 1:29.5 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X 4x5 = 22 21 1.5x4 II 20 19 18 1.5x4 11 1.5x4 II 1.5x4 II 17 16 1.5x4 II 1.5x4 II 14-0-0 15 14 1.5x4 II 1.5x4 II 23 4x5 = 14-0-0 Plate Offsets (X.Y)— [2:0-1-0.Edge], [7:0-3-0.Edge]. [12:0-1-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.31 BC 0.24 WB 0.04 Matrix -P DEFL. in (loc) 1/deft Vert(LL) 0.00 12 n/r Vert(CT) 0.00 13 n/r Horz(CT) 0.00 14 n/a Lid 120 90 n/a PLATES GRIP MT20 185/148 Weight: 58 Ib FT = 16% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-48(LC 40) Max Uplift All uplift 100 Ib or less at joint(s) 19, 20, 21, 16, 15, 14 except 2=-831(LC 38), 12=-837(LC 41) Max Gray All reactions 2501b or less at joint(s) 18, 17, 19, 20, 21, 16, 15, 14 except 2=883(LC 51), 12=883(LC 50) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1867/1809, 3-4=-1051/1048, 4-5=-699/714, 5-6=-349/389, 8-9=349/383, 9-10=-694/701, 10-11=-1041/1035, 11-12=-1854/1800 BOT CHORD 2-22=-1367/1434, 12-23=-1367/1434 Structural wood sheathing directly applied or 4-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-10-11 oc bracing: 2-21,12-14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per AINSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19, 20, 21, 16, 15, 14 except (jt=lb) 2=831, 12=837. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 12-0-0 to 14-0-0 for 805.0 plf. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE',( REFERENCE PAGE MJI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437668 SJ808459 F1 Common Truss 1 1 Job Reference (optional) Tiuss Co, Sumner, WA 7-0-0 7-0-0 4x4 = 8220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:40 2018 Page 1 ID:kpA10W RFeuljcbe00WECxzDE17-GNxaj2s48k5H4hCEdwOwIQUgLK5cBw7Dr4vigmyjLrr 14-0-0 I 15.0-0 I 7-0-0 1-0-0 Scale = 1:27.2 3x8 = 7-0-0 1.5x4 II 14-0-0 3x8 = 7-0-0 7-0-0 Id Plate Offsets (X.YI- [1:0-4-12.0-1-8].[3:0-4-12.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI.. TC 0.80 BC 0.73 WB 0.10 Matrix -MP DEFL. in (loc) Udefl Vert(LL) -0.13 5-8 >999 Vert(CT) -0.20 5-8 >843 Horz(CT) 0.01 3 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 40 Ib FT = 16% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (Ib/size) 1=558/0-5-8 (min. 0-1-8), 3=628/0-5-8 (min. 0-1-8) Max Horz 1=-54(LC 11) Max Uplift 1=-41(LC 10), 3=-56(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-782/46, 2-12=-669/54, 2-13=-660/56, 3-13=-783/48 BOT CHORD 1-5=-2/606, 3-5=-2/606 WEBS 2-5=0/292 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 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 Toad of 25.0 psf on over fangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss 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 ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. ENC. Job SJ808459 Truss F2 Truss Type GIRDER Qty 1 Ply n L SOUNDBUILT NW/2978A/RD 112437669 Job Reference (optional) ummer, 1 3-11-4 3-11-4 6.00 12 1 7-0-0 1 10-0-12 14-0-0 1 3-0-12 3-0-12 3-11-4 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:41 2018 Page 1 ID:kpAlOW RFeullcbe00WECxzDE17-kZVywOtivlD8hmQBeX91elsMkPVwErM3keGMDyjLrq 5x6 11 3 4x5 ' 13 2 14 4 x5 W1 AV5 5 B1 r 5x10 15 8 THD26 3x8 11 THD26 3-11-4 1 7-0-0 1' 10-0-12 1 3-11-4 3-0-12 3-0-12 167 17 THD268x8 = THD26 6 3x8 11 THD26 18 THD26 14-0-0 3-11-4 5x10 Scale = 1:25.4 M Plate Offsets (X.Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " L 7.0 BCD 11:0-2-6.Edgel. (2:0-1-12.0-1-12] [4'0-1-12.0-1-12] [5'0-2-6.Edge].16:0-4-12.0-1-81.[7;0 4-0.0 4 8j [8:0-4-12.0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.65 BC 0.88 WB 0.65 Matrix -MP DEFL. in (hoc) I/defl Ud Vert(LL) -0.14 7-8 >999 360 Vert(CT) -0.21 7-8 >782 240 Horz(CT) 0.06 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 126 Ib FT = 16% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF SS 2x4 HF Stud *Except* 1N3: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=5378/0-5-8 (min. 0-2-14), 5=5393/0-5-8 (min. 0-2-14) Max Horz 1=-42(LC 28) Max Uplift 1=-437(LC 10), 5=-441(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10163/832, 2-13=-7154/588, 3-13=-7119/597, 3-14=-7119/597, 4-14=-7155/589, 4-5=-10206/837 BOT CHORD 1-15=-750/9082, 8-15=-750/9082, 8-16=-750/9082, 7-16=-750/9082, 7-17=-714/9122, 6-17=-714/9122, 6-18=-714/9122, 5-18=-714/9122 WEBS 3-7=-495/6162, 4-7=-3273/319, 4-6=-212/2843, 2-7=-3226/312, 2-8=-206/2802 NOTES- (11) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follbws: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 1 row at 0-3-0 oc, member 2-8 2x4 - 1 row at 0-3-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=437, 5=441. 9) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 11-11-4 to connect truss(es) G5 (1 ply 2x4 DF), G6 (1 ply 2x4 DF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 August 28,2018 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2970A/RD 112437669 SJ808459 F2 GIRDER 1 2 Job Reference (optional) Tfuss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 'Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 6=-1625(B) 8=-1625(B) 15=-1525(13) 16=-1625(B) 17=-1625(B) 18=-1625(B) 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:41 2018 Page 2 ID:kpA1OW RFeufjcbe00WEC1¢DE17-kZVywOtivlD8hmQBeX91elsMkPVwErM3keGMDyjLrq A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437670 SJ808459 G GABLE 2 1 Job Reference (optional) - Truss Co, Sumner, WA 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:45 2018 Page 1 ID:kpAtOW RFeufjcbe00WECxzDE17-cKkTmlwDzGjaAS4BQTc5SUCVwLn_sAVy_McTVyjLrm 19-3-0 38-6-0 i1 d 19-3-0 5x6 = 19-3-0 Scale = 1:69.0 4x10 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3x6 = 38-6-0 4x10 38-6-0 a Plate Offsets (X.Y)- [2:0-0-7.Edge]. [8:0-2-8,0-3-0]. [24:0-2-8,0-3-0]. [30:0-0-7.Edge]. [331:0-2-8.0-0-12]. [58:0-2-8.0-0-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 . BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.87 BC 0.78 WB 0.16 Matrix -SH DEFL. in (loc) I/deft Ud Vert(LL) -0.00 1 n/r 120 Vert(CT) -0.00 1 n/r 90 Horz(CT) 0.01 30 n/a n/a PLATES GRIP MT20 185/148 Weight: 254 lb FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except' ST14,ST13,ST12,ST11,ST15,ST16,ST17: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 38-6-0. (Ib) - Max Horz 2=495(LC 47) Max Uplift All uplift 100 Ib or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except 2=-2352(LC 30), 58=-104(LC 39), 30=-2250(LC 33), 31=-110(LC 40) Max Gray All reactions 250 Ib or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 2=2394(LC 47), 30=2310(LC 48) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5221/5104, 3-4=-4656/4583, 4-5=-4303/4243, 5-6=-3940/3904, 6-7=-3578/3574, 7-8=3218/3238, 8-9=-2852/2899, 9-10=-2513/2557, 10-11=-2165/2249, 11-12=-1815/1918, 12-13=-1466/1586, 13-14=-1116/1255, 14-15=-773/928, 15-16=-415/585, 16-17=-274/394, 17-18=-613/754, 18-19=-957/1075, 19-20=-1299/1397, 20-21=-1642/1719, 21-22=-1985/2042, 22-23=-2319/2349, 23-24=-2659/2692, 24-25=-3015/3030, 25-26=-3371/3367, 26-27=-3732/3699, 27-28=-4095/4041, 28-29=-4447/4375,29-30=-5014/4909 BOT CHORD 2-58=-4128/4236, 30-31=-4366/4464 Structural wood sheathing directly applied or 2-4-11 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-9-1 oc bracing: 2-58 2-7-15 oc bracing: 30-31. 1 Row at midpt 16-45, 15-46, 14-47, 17-43, 18-42 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPi 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. CSS gs toalpged at 1-4-0 oc. August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters :clown, and is for an indNidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. mc. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437670 SJ808459 G GABLE 2 1 Job Reference (optional) Truss Co, Sumner, WA 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:46 2018 Page 2 ID:kpAlOW RFeufjcbe00WECxzDE17-5XIrz5xrkZrRocfN_B7K?hkggl7Dbdk5DOM12QAL1 NOTES- (13) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and ' any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 except (jt=1b) 2=2352, 58=104, 30=2250, 31=110. 12) This truss has been designed for a total drag load of 230 pH. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 2-0-0, 36-6-0 to 38-6-0 for 2213.7 plf. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Trims Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437671 SJ808459 G1 MOD. QUEEN 7 1 Job Reference (optional) Truss Co, Sumner, WA 6-9- 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:47 2018 Page 1 ID:kpAlOW RFeufjcbe00WECxzDE17-ZjsDBRxTUtzIPmEaYueZXvHt_9UJKu3FSg5aasyjLrk I LI 6-9-5 6-2-10 6.00 ;12 6-3-1 4x4 11 6-3-1 3x4 5 22 23 3x4 7 5-3-15 III I I III -8 3x6 1.5x4 \\ 4 3 434 9-10-12 14 18 19 1312 20 21 11 09 3x4 = 3x6 = 4x4 = 1.5x4 11 3x8 = 9-10-12 1 19-3-0 9-4-4 1 28-7-4 9-4-4 30-10-8 I 30-10-0 II 2-2-12 ale Scale = 1:67.5 Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • DL 7 0 BC [2:0-3-2.0-2-2].[6:0-2-12.0-2-0].[7:0-1-8.0-1-8].[8:0-1-8.0-1-8].[10:0-2-0.0-1-4].[11:0-1-12.0-2-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.71 BC 0.72 WB 0.92 Matrix -MSH DEFL. in (loc) 1/deft Lid Vert(LL) -0.25 12-14 >999 360 Vert(CT) -0.41 14-17 >907 240 Horz(CT) 0.07 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 140 Ib FT = 16% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W3,W4,W5: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1295/0-5-8 (min. 0-2-2), 10=1229/Mechanical Max Horz 2=167(LC 9) Max Uplift 2=-119(LC 10), 10=-66(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 5-12, 7-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2229/206, 3-4=-1942/166, 4-5=-1774/190, 5-22=-1143/124, 6-22=-1043/139, 6-23=-1043/156, 7-23=-1143/132, 7-8=-589/67, 8-10=1244/44 BOT CHORD 2-14=-247/1944, 14-18=-133/1436, 18-19=-133/1436, 13-19=-133/1436, 12-13=-133/1436, 12-20=-64/835, 20-21=-64/835, 11-21=-64/835 WEBS 3-14=-422/146, 5-14=-31/511, 5-12=-764/179, 6-12=-52/593, 7-12=-1/254, 7-11=-844/89, 8-11=5/1011 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except (jt=1b) 2=119. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity 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 ANSIITPII Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. nvc. Job Truss Truss Type Qty PIy SOUNDBUILT NW/2978NRD 112437672 6J808459 G2 SCISSORS 2 1 Job Reference (optional) Truss Co, Sumner, WA -1I-I}0 1-0-9 6-10-4 6-10-4 13-0-10 6-2-6 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:48 2018 Page 1 ID:kpA10W RFeutjcbe00WECxzDE17-1vQbOny5FB591wpm5c9o46g3HZpt3NgOhKr76JyjLrj 19-3-0 I 25-5-14 30-10-8 6-2-6 6-2-14 5-4-10 4x4 I I 8-11-4 17-5-0 27-11-8 8-11-4 8-5-12 10-6-8 30-10-8 2-11-0 Scale: 3/16"=1' Plate Offsets (X Y)— [2:0-1-6 0-0-3]. [5:0-1-0 0-1-12].(6:0-2-12 Edge] [8:0 -1 -8.0-1-12].[10:0-1-12.0-2-0].[11:0-6-0.0-2-8].[12:0-3-12.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.67 BC 0.76 WB 0.82 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.36 10-11 >999 Vert(CT) -0.64 10-11 >575 Horz(CT) 0.20 9 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 145 Ib FT = 16% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E 'Except* T3: 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E 'Except' B3: 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* W3,W4,W5: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1296/0-5-8 (min. 0-1-8), 9=1228/Mechanical Max Horz 2=167(LC 9) Max Uplift 2=-118(LC 10), 9=-68(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4061/443, 3-4=-3662/362, 4-5=-3578/381, 5-16=-1280/143, 6-16=-1179/167, 6-17=-1129/168, 7-17=-1147/141, 7-8=-720/67, 8-9=-1251/45 BOT CHORD 2-12=-479/3661, 11-12=-178/1776, 11-18=-62/846, 18-19=-62/846, 10-19=-62/846 WEBS 3-12=-394/159, 5-12=-226/2187, 5-11=-1205/236, 6-11=-73/636, 7-10=-726/101, 8-10=1/1006 Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. 1 Row at midpt 5-11, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 2=118. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Buillding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty PIy SOUNDBUILT NW/2978A/RD 112437673 SJ808459 G3 Special Truss 1 2 Job Reference (optional) russ Co, Sumner, WA 111-0 Q 7-3-13 � 7-3-13 1 13-3-6 19-3-0 5-11-10 6,00 12 5-11-10 1 5x6 = 6 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:49 2018 Page 1 .r ID:kpAlOW RFeutjcbe00WEC1zDE17-V6_c7zjOUD?f4OyfJg1cKMB_z7yoonXv_ahelyjLri 25-1-8 1 31-0-0I 34-3-12 1 38-6-0 5-10-8 5-10-8 3-3-12 4-2-4 4x6 3x4 4x10 16 2415 14 13 25 12 26 8x10 = 6x8 MT18HS = 5x14 MT18HS 11 3x8 11 6x8 MT18HS 3.00 12 MUS26 5x8 = THDH28-2 MUS26 MUS26 1 8-11-4 1 17-5-0 25-1-8 1 31-0-0 34-3-12 38-6-0 8-11-4 8-5-12 7-8-8 5-10-8 3-3-12 4-2-4 Scale =1:77.4 11 Plate Offsets (X,Y)— [5:0-1-0,0-1-12], [7:0-1-12,0-1-8], [9:0-2-12,0-1-8], [10:0-1-12,0-1-8], [11:0-4-15,0-3-4], [12:0-5-4,0-1-8], [13:0-7-0,0-2-4], [15:0-3-8,0-2-0], [16:0-6-0,0-4-8] ,117:0-5-8,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.87 BC 0.84 WB 0.91 Matrix -MSH DEFL. in (loc) I/defl Lid Vert(LL) -0.44 16-17 >999 360 Vert(CT) -0.71 16-17 >643 240 Horz(CT) 0.31 11 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 445 Ib FT = 16% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS *Except" B3,B4: 2x8 DF SS WEBS 2x4 HF No.2 "Except" W1,W6,W9,W10: 2x4 HF Stud REACTIONS. (Ib/size) 2=3013/0-5-8 (min. 0-1-9), 11=8669/0-5-8 (min. 0-4-10) Max Horz 2=129(LC 28) Max Uplift 2=-224(LC 10), 11=-617(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-16, 9-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11362/877, 3-4=-11046/821, 4-5=-10992/844, 5-23=-5162/383, 6-23=-5145/408, 6-7=-4344/366, 7-8=-8331/594, 8-9=-8408/574, 9-10=16027/1114, 10-11=-17406/1226 BOT CHORD 2-17=-865/10381, 16-17=-421/5952, 16-24=402/7451, 15-24=-402/7452, 14-15=-918/14329, 13-14=-918/14329, 13-25=-1056/15498, 12-25=-1056/15498, 12-26=-1056/15498, 11-26=-1056/15498 WEBS 3-17=-304/168, 5-17=-458/5821, 5-16=-2403/300, 6-16=276/3877, 7-16=-4943/431, 7-15=-281/4542, 9-15=-8086/630, 9-13=-478/7345, 10-13=-1376/161, 10-12=-101/1224 NOTES- (15) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-13 2x4 - 2 rows staggered at 0-2-0 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. PIy to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) 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. Continued on page 2 August 28,2018 a WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity 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 ANSITTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. m c. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437673 SJ808459 G3 Special Truss 1 n G Job Reference (optional) Ttvss Co, Sumner, WA 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:49 2018 Page 2 ID:kpA10W RFeuljcbe00WECxzDE17-V6_c7zjOUD?f4OyfJglcKMB_z7yoonXv_ahelyiLri NOTES- (15) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=224, 11=617. 12) Use USP THDH28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 31-0-0 from the left end to connect truss(es) E4 (2 ply 2x6 DF) to front face of bottom chord. 13) Use USP MUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 32-6-12 from the left end to 36-6-12 to connect truss(es) E3 (1 ply 2x4 HF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-11=-66, 17-18=-14, 16-17=-14, 11-16=-14 Concentrated Loads (Ib) Vert: 13=-6241(F) 12=-771(F) 25=-771(F) 26=771(F) Ak WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Inavidual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSITfPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. mrc. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978AIRD 112437674 SJ808459 G4 Special Truss 2 1 Job Reference (optional) Truss Co, 11 1-0. Sumner, WA 6-10-5 13-0-10 6-10-5 6-2-6 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:50 2018 Page 1 ID:kpA10W RFeufjcbe00WECxzDE17-zIYMpT_LnoLsHDz9D1BG9XvR3MXnXHDh8eKEBByjLrh 19-3-0 I 24-0-8 28-10-0 I 33-5-4 I 38-6-0 9S� 6-2-6 4-9-8 4-9-8 4-7-4 5-0.12 -0.0 5x6 = Scale = 1:66.9 6x10 MT18HS = 4x10 Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 3.00 I12 5x8 = 15 14 5x8 MT18HS =- 3x4 = 8-11-4 17-5-0 24-0-8 28-10-0 33-5-4 8-11-4 8-5-12 6-7-8 4-9-8 4-7-4 [2:0-0-14.Edge]. [5:0-1-8.0-1-8]. [10:0-2-4.0-2-4]. [11:0-1-14.Edge], [14:0-3-8.0-2-4]. [16:0-5-8.0-2-12]. [17:0-4-0.0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.53 BC 0.61 WB 0.83 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.44 16-17 >999 Vert(CT) -0.79 16-17 >588 Horz(CT) 0.44 11 n/a L/d 360 240 n/a 13 6x10 MT18HS = 4x8 38-6-0 5-0-12 1 PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 185 Ib FT = 16% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E `Except* T3,T4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400E 2.0E *Except` B3: 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W2,W3,W4,W5,W6: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1606/0-5-8 (min. 0-1-8), 11=1606/0-5-8 (min. 0-1-8) Max Horz 2=-121(LC 15) Max Uplift 2=-128(LC 10), 11=128(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5316/469, 3-4=-4937/388, 4-5=-4857/407, 5-24=-1969/164, 6-24=-1952/191, 6-7=-1679/188, 7-25=-2106/186, 8-25=-2229/168, 8-9=-2512/204, 9-10=-2624/194, 10-11=-5204/338 BOT CHORD 2-17=-488/4807, 16-17=-185/2536, 16-26=-25/1927, 15-26=25/1927, 14-15=-59/2311, 13-14=-254/4702,11-13=-254/4691 WEBS 3-17=-358/159, 5-17=-228/2785, 5-16=-1491/237, 6-16=-97/1238, 7-16=-860/148, 7-15=-34/500, 8-15=561/118, 10-14=-2574/209, 10-13=-80/2207 Structural wood sheathing directly applied or 2-6-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 7-16, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except,(jt=1b) 2=128, 11=128. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty 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 ANSITfP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. n rc. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978AIRD 112437675 S,1808459 G5 SPECIAL TRUSS 2 1 Job Reference (ootional) Truss Co, Sumner, WA 6-10-5 1-0-0 0-0 0 6-10-5 13-0-10 6-2-6 6.00 R-2- 4 x6 2 19-3-0 6-2-6 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:51 2018 Page 1 ID:kpA10W RFeurjcbe00WECxzDE17-RU5klp?_Y6TjuNYLnkjVilSc?mtEGjNgNl3njeyjLrg 24-0-8 1 28-10-0 5x6 = 33-5-4 38-6-0 4-9-8 4-9-8 4-7-4 5-0-12 4x6 2 5 3x4 7 24 4x8 i 1.5x4 4 3 3x4 g 3x6 9 5x6 10 Scale = 1:66.9 16 6x10 MT18HS = 4x10 3.00 FE 15 5x8 = 25 14 13 5x8 MT18HS = 3x4 = 8-11-4 17-5-0 24-0-8 28-10-0 38-5-4 8-11-4 8-5-12 6-7-8 4-9-8 4-7-4 12 6x10 MT18HS = 4x10 38-6-0 5-0-12 11 ro I$ N;" rV Plate Offsets (X.Y)— LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 [2:0-0-14.Edge]. 15;0-1-8.0-1-8]. 110:0-2-0.0-2-4]. [11:0-0-14.Edge] [13:0-3-4.0-2-4]. [15:0-5-8.0-2-12]. [16;0-4-0.0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.52 BC 0.59 WB 0.84 Matrix -MSH DEFL. in (loc) I/defl Vert(LL) -0.45 15-16 >999 Vert(CT) -0.79 15-16 >588 Horz(CT) 0.44 11 n/a Lid 360 240 n/a PLATES MT20 MT18HS GRIP 185/148 185/148 Weight: 183 Ib FT = 16% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* T3,T4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.OE *Except* B3: 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W2,W3,W4,W5,W6: 2x4 HF No.2 REACTIONS. (lb/size) 2=1607/0-5-8 (min. 0-1-8), 11=1539/Mechanical Max Horz 2=127(LC 10) Max Uplift 2=-128(LC 10), 11=-114(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5319/475, 3-4=-4941/394, 4-5=-4861/413, 5-23=-1971/167, 6-23=-1868/191, 6-7=-1680/188, 7-24=-2109/187, 8-24=2232/169, 8-9=-2517/206, 9-10=-2630/195, 10-11=-5229/354 BOT CHORD 2-16=-500/4810, 15-16=-192/2539, 15-25=-31/1930, 14-25=-31/1930, 13-14=-73/2316, 12-13=-282/4727, 11-12=-282/4717 WEBS 3-16=-358/159, 5-16=-234/2787, 5-15=-1475/239, 6-15=-97/1240, 7-15=862/148, 7-14=-34/501, 8-14=-564/119, 10-13=-2596/225, 10-12=-94/2223 Structural wood sheathing directly applied or 2-6-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-15, 7-15, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Refer to girder(s) for truss to truss connections. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=128, 11=114. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use ony with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978AIRD 112437676 SJ808459 G6 Special Truss 5 1 Job Reference (optional) Truss Co, Sumner, WA th 7-2-6 13-10-4 7-2-6 3x6 6-7-14 6.00 12 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:52 2018 Page 1 ' ID:kpA10W RFeufjcbe00WECxzDE17-vhf6E9?cJPbaWX6XKSEkEy_gfAB1?An_bypLF4yjLrf 17-3-019-3-0 21-3 0 247-12 1 I 28-10-0 I 33-5-4 I 38-6-0 3-4-12 2-0-0 2-0-0 3-4-12 4-2-4 4-7-4 5-0-12 3x6 = 1.5x4 H 5x6 14 4x6 i 19 18 17 2x4 II 5x8 = 4x10 = 2x4 11 16 15 4x8 = 6x8 MT18HS = 3.00 12 7x10 MT18HS = 4x10 Scale = 1:70.1J 1 7-2-6 1 13-10-4 1 19-3-0 1 24-7-12 1 28-10-0 1 33-5-4 1 38-6-0 1 7-2-6 6-7-14 5-4-12 5-4-12 4-2-4 4-7-4 5-0-12 Plate Offsets (X,Y)— [2:0-3-14,0-1-13], [6:0-0-4,0-1-12], [7:0-3-0,Edge], [8:0-0-4,0-1-12], [12:0-2-4,0-2-0], [13:0-0-14,Edge], [14:0-5-0,0-3-3], [15:0-3-0,0-2-4], [16:0-3-0,0-2-0], [17:0-2-4,0-2-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.97 BC 0.75 WB 0.89 Matrix -MSH DEFL. in floc) 1/deft Vert(LL) -0.50 16 >924 Vert(CT) -0.71 16-17 >649 Horz(CT) 0.23 13 n/a Lid 360 240 n/a PLATES MT20 MT18HS GRIP 185/148 185/148 Weight: 211 Ib FT = 16% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x6 DF SS 'Except' B4,B5: 2x4 DF 2400F 2.0E, B3: 2x4 HF No.2 WEBS 2x4 HF Stud 'Except' W2,W4,W7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1707/0-5-8 (min. 0-1-13), 13=1639/Mechanical Max Horz 2=127(LC 14) Max Uplift 2=-141(LC 10), 13=-126(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3215/255, 3-4=-2619/169, 4-5=-2514/195, 5-6=-2583/287, 8-9=-2551/274, 9-10=-2568/201, 10-11=-2745/234, 11-12=-2857/224, 12-13=-5616/403 BOT CHORD 2-19=-277/2802, 18-19=-277/2802, 17-18=-277/2802, 17-29=-68/1864, 29-30=-68/1864, 16-30=-68/1864, 15-16=-96/2522, 14-15=-325/5083, 13-14=-326/5072 WEBS 3-17=-685/166, 5-17=-539/171, 6-17=-163/1091, 8-16=-148/1059, 9-167-434/133, 10-16=-499/137, 12-15=-2764/246, 12-14=-112/2364, 6-8=-1765/196 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 12-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 Toads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=141, 13=126. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 12 Ib up at 18-3-0, and 100 Ib down and 12 Ib up at 20-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. agfaceSSandard August 28,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSIRPII Quality Criteria, DS13-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply SOUNDBUILT NW/2978A/RD 112437676 SJ808459 G6 Special Truss 5 1 Job Reference (optional) 'Muss Co, Sumner, WA LOAD CASE(S) Standard 1� Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7w-66, 7-13=-66, 2-15=-14, 14-15=-14, 14-26=-14 Concentrated Loads (Ib) Vert: 29w-100 30=-100 8.220 s May 29 2018 MiTek Industries, Inc. Tue Aug 28 10:04:52 2018 Page 2 ID:kpAl 0WRFeuficbe00WECxzDE17-vhf6E9?cJPbaWX6XKSEkEy_gfAB1?An_bypLF4yjLrf A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilldy 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 ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated.I Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g.onal or x -bracing, diagonal g, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, 1, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSUTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. and size, and 12. Lumber used shall be of the in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or atter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. WMDimensions are in ft -in -sixteenths. Apply plates to both sides of truss I 1 1 TOP CHORDS I (Drawings not to scale) 2 3 11 and fully embed teeth. „ 0- 16 TOP CHORD iih,lipirtil C7-8 C6-7 C5-6 U o ■ _� For 4 x 2 orientation, locate plates 0- 'lis" from outside edge of truss. g This symbol indicates the BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports:species ESR -1311, ESR -1352, ER -5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER -3907, 9432A © 2006 MiTek® All Rights Reserved required direction of slots in * Plate Software PLATE 4 LATERAL BEARING location x connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but ■ reaction section indicates joint 441:1 theTRUSSCo. INC. number where bearings occur. Industry Standards: ANSITTPI1: National Design Specification for Metal Plate Connected Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 9 co 9 co M 9 0 0 N 11-00-08 13-06-08 15-05-00 12-00-00 1111111111111111111= 11111!!!!!!•11 MUM =1111111.1.1111M, III yr Pr r1r, 0 0;4, I 0 0 0 0 0 01/0 rir r r?; A Ail A A 1�1 ISM c 411 I 40 i I4 41 [iii i ' 'r v 't • v'v' v' ��i ,I •110 i . IM ■;�i�l11111l■` 0 9 Co 0 2-04-00 hA4104"11011d1PvrAlrprINIIAr 1001r10,01 AAFAxtortAketrAtmAl A414 l'OPEr r ,n O 0 0 9 U O 9 0 O F1 1 1 i01n �� woo gredf":;0=0, Alma prz--Agr-• AN 1 �■� 11 WAW4PA_ Le V Ii 1111 Rini ■.: . mom immilmi 1.1 mitimimi•miumma 14-00-00 6-00-00 12-00-00 8-00-00 i! O 9 0 9 Co 12-00-00 20-00-00 2 00-00 I7(8- 035$ RECEIVED CITY OF TUKWILA NUV 0 7 2E8 PERMIT CENTER ROOF TRUSS LAYOUT DESIGN LOADING (25-8-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) TRIANGLE DENOTES LEFT END OF STAMPED TRUSS DRAWINGS th BUIheTRUSSco. LDING SUPPLY INC. Customer: SOUNDBUILT NW, LLC Job Name: Plan: 2978-A-4 CAR RT Sales Rep' Mike Poorman Scale: Drawn by: Date: Job Number: N.T.S. RD 01/20/17 SB701363C October 4, 2018 ES -6276 Soundbuilt Homes, LLC P.O. Box 73790 Puyallup, Washington 98373 Attention: Ms. Megan Parsons Subject: Geotechnical Evaluation Proposed Single -Family Residence 16351 — 51st Avenue South Tukwila, Washington Earth (Solutions NW «C Earth Solutions NW LLC Geotechnical Engineering, Construction ObservationlTesting and Environmental Services REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION Reference: D.B. Booth and H.H. Waldron Geologic Map of the Des Moines Quadrangle, Washington, October 2004 King County Flood Control District Liquefaction Susceptibility for King County, May 2010 United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Online Web Soil Survey (WSS) Resource King County Department of Natural Resources Surface Water Design Manual, dated April 24, 2016 Soundbuilt Homes, LLC Tukwila Spot Lot Schematic, dated June 4, 2018 City of Tukwila, Washington Online GIS database (Tukwila iMap) Tukwila Municipal Code 18.45.120 Dear Ms. Parsons: FILE RECEJVEO CITY OF T U KWILA NUV 0 7 2018 PERMIT CENTER As requested, Earth Solutions NW, LLC (ESNW) has prepared this evaluation for the proposed single-family residence to be constructed northwest of the intersection between South 164th Street and 51St Avenue South, in Tukwila, Washington. This evaluation was prepared in general accordance with our proposal dated August 7, 2018 and authorized by you. A summary of our subsurface exploration and pertinent geotechnical recommendations are provided in this letter. 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 Soundbuilt Homes, LLC October 4, 2018 Proiect Description ES -6276 Page 2 We understand the subject site will be developed with a single-family residence and associated improvements. At the time of this evaluation, specific grading and building load plans were not available for review; however, based on our experience with similar projects, the proposed residence will likely be two to three stories in height and constructed using relatively lightly loaded wood framing supported on a conventional foundation. Perimeter footing loads will likely be about 1 to 2 kips per lineal foot, with slab -on -grade loading anticipated to be approximately 150 pounds per square foot (psf). Grade cuts and/or fills of about five feet are anticipated to achieve design elevations. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations provided in this letter, which has been prepared for the exclusive use of Soundbuilt Homes, LLC and their representatives. No warranty, expressed or implied, is made. This letter was prepared in a manner consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. Variations in soil and groundwater conditions observed at the test pit locations may exist and may not become evident until construction. ESNW should reevaluate the conclusions provided in this evaluation if variations are encountered. Surface Conditions The subject site is located directly northwest of the intersection between South 164th Street and 51st Avenue South, in Tukwila, Washington. The approximate project location is illustrated on the attached Vicinity Map (Plate 1). The site consists of a single vacant tax parcel (King County Parcel No. 537980-0381) totaling approximately 8,700 square feet. The attached Test Pit Location Plan (Plate 2) illustrates the approximate site limits. The subject site is bordered to the north and west by single-family residences, to the east by 51st Avenue South, and to the south by South 164th Street. The site is currently undeveloped and covered with dense brush growth. Site topography maintains a gentle northeasterly declination, with approximately 10 or less feet of elevation change occurring within the confines of the ' property. Topography remains relatively consistent along immediately adjacent properties. Subsurface Conditions ESNW observed, logged, and sampled two test pits within accessible locations of the site, for , the purpose of evaluating soil and groundwater conditions. The test pits were excavated to a maximum exploration depth of about seven -and -one-half feet below the existing ground surface (bgs). The following is a general description of the soil and groundwater conditions encountered at the test pit locations. Please refer to the attached test pit Togs for a more detailed description of subsurface conditions. Representative soil samples collected at the test pit locations were analyzed in general accordance with Unified Soil Classification System (USCS) and USDA schemes. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 ES -6276 Page 3 Topsoil and Fill Where encountered, topsoil was present in the upper approximate six inches of existing grades. The topsoil was characterized by dark brown color, the presence of fine organic material, and small root intrusions. Silty sand fill was encountered at each test pit location, extending to approximate depths of one -and -one-half to two feet bgs. The fill was characterized as loose to medium dense and encountered primarily in a damp condition. A relic topsoil horizon of about six inches was encountered underlying the fill at TP -2. Native Soil Underlying topsoil and fill, native soils were encountered consisting primarily of sand with varying silt contents (USCS: SP, SP -SM, and SW -SM). The sand ranged from poorly to well -graded and was primarily encountered in a medium dense and damp to moist condition. Geologic Setting The referenced geologic map resource identifies recessional outwash deposits (Qvr) as underlying the site and surrounding areas. The recessional outwash deposits are characterized as stratified sand and gravel. Although data was not directly available for the subject site, the referenced WSS resource identifies arents of Alderwood material (Map Unit Symbol: AmC) as underlying areas directly east of the property. The Alderwood series is commonly found in till plains, derived from lacustrine basil till. Designations of arents indicates possible modification of the native soils (e.g., grading). Based on our field observations, native site soils are consistent with local geologic mapping designations of recessional advance outwash. Groundwater During our August 17, 2018 fieldwork, groundwater seepage was not encountered at the test pit locations. Groundwater seepage is common within glacial deposits, with rates and elevation fluctuations depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the winter, spring, and early summer months. In this regard, the contractor should be prepared to respond to and manage areas of perched groundwater seepage during construction activities. Geologically Hazardous Areas We reviewed the referenced Tukwila iMap and Tukwila Municipal Code (TMC) Section 18.45.120 to identify the presence of geologically hazardous areas on, or immediately off, site. Our review indicates moderate landslide potential areas has been mapped within the western site area by the City. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 Potential Geologic Instability ES -6276 Page 4 As defined in the Tukwila Municipal Code (TMC), potential geologic instability areas are characterized into the following four classes: • Class 1 area: "where landslide potential is low, and which slope is less than 15%"; • Class 2 areas: "where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils"; • Class 3 areas: "where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%", and; • Class 4 areas: "where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". The referenced site plan indicate slopes are approximately 10 percent or Tess across the site. In this regard, according to TMC 18.42.120, the site may be considered a Class 1 (low) potential geologic instability. Due to the relatively level condition of the site, it is our opinion geologic critical area buffers, setbacks, or other development restrictions relating to geologic instability need not be applied to the subject project. Site Preparation and Earthwork Initial site preparation activities will consist of installing temporary erosion control measures, establishing grading limits, and performing clearing and site stripping. Subsequent earthwork activities will involve minor grading activities and related residential infrastructure improvements. Temporary Erosion Control A temporary construction entrance, consisting of at least six inches of quarry spalls, should be considered to both minimize off-site soil tracking and provide a stable entrance surface. A woven geotextile fabric may be placed beneath the quarry spalls to provide greater stability of the temporary construction entrance. Erosion control measures should include silt fencing placed around the site perimeter. Soil stockpiles should be covered or otherwise protected to reduce soil erosion. Temporary approaches for controlling surface water runoff should be established prior to beginning earthwork activities. Additional Best Management Practices (BMPs), as specified by the project civil engineer and indicated on the approved plans, should be incorporated into construction activities. As needed, erosion control BMPs may be modified during construction, as approved by the site erosion control lead. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 In-situ and Imported Soils ES -6276 Page 5 On-site soils are considered moisture sensitive, with successful use as structural fill being largely dictated by the moisture content of the soil at the time of placement and compaction. If site soils cannot be successfully compacted, the use of an imported soil may be necessary. In our opinion, a contingency should be provided in the project budget for export of soil that cannot be successfully compacted as structural fill. Soils with fines contents greater than 5 percent typically degrade rapidly when exposed to periods of rainfall. Imported soil intended for use as structural fill should consist of a well -graded, granular soil with a moisture content that is at (or slightly above) the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well -graded, granular soil with a fines content of 5 percent or less (where the fines content is defined as the percent passing the Number 200 sieve, based on the minus three -quarter -inch fraction). Excavations and Slopes Excavation activities are likely to expose minor areas of fill and medium dense native soils. Based on the soil conditions observed at the test pit locations, the following allowable temporary slope inclinations, as a function of horizontal to vertical (H:V) inclination, may be used for temporary excavations greater than four feet in height. The applicable Federal Occupation Safety and Health Administration (OSHA) and Washington Industrial Safety and Health Act (WISHA) soil classifications are also provided: • Fill, regardless of density 1.51-I:1V (Type C) • Areas exposing groundwater seepage 1.5H:1 V (Type C) • Loose to medium dense soil 1.5H:1V (Type C) Steeper temporary slope inclinations within undisturbed, competent deposits may be feasible based on the soil and groundwater conditions exposed within the excavations. If pursued, steeper temporary slope inclinations must be approved and designed by ESNW either prior to or at the time of excavation. The presence of perched groundwater may cause localized sloughing of temporary slopes due to excess seepage forces. A representative of ESNW should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions and to provide additional excavation and slope recommendations, as necessary. If the recommended temporary slope inclinations cannot be achieved, temporary shoring may be necessary to support excavations. Permanent slopes should be planted with vegetation to enhance stability and to minimize erosion and should maintain a gradient of 2H:1 V or flatter. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 Structural Fill ES -6276 Page 6 Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway areas. Fill placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas is considered structural fill as well. Soils placed in structural areas should be placed in loose lifts of 12 inches or Tess and compacted to a relative compaction of 95 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the local city, county, or utility district, and are typically specified to a relative compaction of at least 95 percent of the Modified Proctor value. Foundations The proposed single-family residence may be constructed on a conventional continuous and spread footing foundation bearing on competent native soil, recompacted native soil, or new structural fill placed directly on competent native soils. Based on our exploration, we anticipate competent native soils suitable for foundation support to be encountered at depths of about two to three feet bgs. In no instance should structural elements be founded on the relic topsoil horizon. In general, where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of soils to the specifications of structural fill, or overexcavation and replacement with suitable structural fill, will be necessary. Provided the structure will be supported as described above, the following parameters can be used for design of the new foundation: • Allowable soil bearing capacity 2,500 psf • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity may be assumed for short-term wind and seismic loading conditions. With structural loading as expected, total settlement in the range of one inch and differential settlement of about one-half inch is anticipated. The majority of the settlements should occur during construction, as dead loads are applied. Seismic Design The 2015 International Building Code recognizes the American Society of Civil Engineers (ASCE) for seismic site class definitions. In accordance with Table 20.3-1 of the ASCE Minimum Design Loads for Buildings and Other Structures manual, Site Class D should be used for design. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 ES -6276 Page 7 The referenced liquefaction susceptibility map indicates the site and surrounding areas maintain very low to low liquefaction susceptibility. Liquefaction is a phenomenon where saturated and loose sandy soils suddenly lose internal strength and behave as a fluid. This behavior is in response to increased pore water pressures resulting from an earthquake or other intense ground shaking. In our opinion, site susceptibility to liquefaction may be considered low. The medium dense native soil and absence of a uniformly established, shallow groundwater table were the primary bases for this opinion. Retaining Walls Retaining walls should be designed to resist lateral earth pressures and applicable surcharge loads. The following parameters may be used for retaining wall design: • Active earth pressure (yielding condition) 35 pcf (equivalent fluid) • At -rest earth pressure (restrained condition) 55 pcf • Traffic surcharge (passenger vehicles) 70 psf (rectangular distribution)* • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 • Seismic surcharge 6H psf** * Where applicable ** Where H equals the retained height (in feet) The above design parameters are based on a level backfill condition and level grade at the wall toe. Revised design values will be necessary if sloping grades are to be used above or below retaining walls. Additional surcharge loading from adjacent foundations, sloped backfill, or other relevant Toads should be included in the retaining wall design. Retaining walls should be backfilled with free -draining material that extends along the height of the wall and a distance of at least 18 inches behind the wall. The upper 12 inches of the wall backfill may consist of a less permeable soil, if desired. A perforated drainpipe should be placed along the base of the wall and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. If drainage is not provided, hydrostatic pressures should be included in the wall design. Earth Solutions NW, LLC Soundbuilt Homes, LLC October 4, 2018 Drainage ES -6276 Page 8 Groundwater seepage was not encountered at the test pit locations during our August 2018 fieldwork. However, zones of perched groundwater seepage may be anticipated in site excavations depending on the time of year grading operations take place. Temporary measures to control surface water runoff and groundwater during construction would likely involve interceptor trenches and sumps. ESNW should be consulted during preliminary grading to identify areas of seepage and to provide recommendations to reduce the potential for instability related to seepage effects. Finish grades must be designed to direct surface drain water away from structures and slopes to the extent feasible. Water must not be allowed to pond adjacent to structures or slopes. In our opinion, foundation drains should be installed along building perimeter footings. A typical foundation drain detail is provided on Plate 4. Stormwater Management As indicated in the Subsurface section of this letter, native soils encountered during our fieldwork were characterized as sand with varying silt content. Based upon the results of USDA textural analyses performed on representative soil samples, native soils may also be classified as loamy sand, slightly gravelly sand, and sand. Fines contents within the native sand ranged from about 10 to 23 percent (per USDA standards). We understand stormwater management has been proposed through a perforated stub -out trench located within the southeastern site corner. The stub -out will also be connected to a public storm utility system located within the South 164th Street right-of-way area. Based on the encountered conditions and results of our laboratory testing, it is our opinion native soils are suitable for accommodating the proposed stormwater management system. Stub -out designs should conform to the standards set forth in Section C.2.11.2 the 2016 King County Surface Water Design Manual, as adopted by the City, or an approved alternative. Additional Services ESNW should have an opportunity to review final site designs with respect to the geotechnical recommendations provided in this letter. ESNW should also be retained to provide earthwork observation, testing, and supplementary consultation services (as needed) during development and construction. Earth Solutions NW, LLC 1 Soundbuilt Homes, LLC October 4, 2018 ES -6276 Page 9 We trust this letter meets your current needs. Should you have questions regarding the content herein, or require additional information, please call. Sincerely, EARTH SOLUTIONS NW, LLC CiAdivt-G Chase G. Halsen Keven D. Hoffmann, P.E. Staff Geologist Attachments: Plate 1 — Vicinity Map Plate 2 — Test Pit Location Plan Plate 3 — Retaining Wall Drainage Detail Plate 4 — Footing Drain Detail Test Pit Logs Grain Size Distribution Senior Project Engineer Earth Solutions NW, LLC Reference: King County, Washington Map 655 By The Thomas Guide Rand McNally 32nd Edition NORTH NOTE: This plate may contain areas of color. E:SNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Solutions NW ac Solutions NW.nc otechnical Engineering, Construction c71i ;:tion/Testing and Environmental Services Vicinity Map Tukwila Spot Lot Tukwila, Washington Drwn. CAM Date 09/20/2018 Proj. No. 6276 Checked CGH Date Sept. 2018 Plate 1 340 � I � 1 1 TP -11 1 • ti. House 340 TP -21 —.- 9 s 311NI1AV TP -1 I S. 164TH STREET LEGEND Approximate Location of ESNW Test Pit, Proj. No. ES -6276, Aug. 2018 Subject Site Proposed Building Approximate Location of 9 Trees to be Removed (Designated by Others) NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. NORTH 0 15 30 60 1"=30' Scale in Feet Earth Solutions NW ac Solutions NW«c ote_chnical Engineering, Construction t onfTesting and Environmental Services Test Pit Location Plan Tukwila Spot Lot Tukwila, Washington Drwn. CAM Date 10/04/2018 Proj. No. 6276 Checked CGH Date Oct. 2018 Plate 2 tirtirti�tirti� :1'f�r: r:� 18" Min. O 0 0 O 0 0 O 0 U0 0 Oo oOe 00A 0 o0 0 0 o 00 00 0 ep0ep e V 00 0 O 0 0 0 0 0 0 0 O 0 0 0 0' 00 0� 00 0 O 0 0 000 e Q 00 0 0 0 ° 0 O 0 //X��O o C e. 0 o ° 0 e o - 0 e ° 0 o e 00 0e° DO -0 0..0° 0 2 e 0 n�/0 0e 0 O 0 00 00 b 0 0 0 0 e e o e 0 0 o00 0 0 000 0 0 °0 0 0 0 e 0 0 0 00 O 0° O 0 0 0 0 0 00 0 0 o e 0 (''�Veo 0 0 � 0 e O 0 e 0 o 0 0 0 00 0 0 V e e e o°O o e O 0 0° 0 a 0 e 0 0 e 9 e 0000 00 e 0 O e 0_ 0 e eQ o' 0 e e O0 0 00 0 0 0 00 0 0°00, 0 e e 0 0000 00 0 0 0 0 0 • 0 Structural Fill Perforated Rigid Drain Pipe NOTES: (Surround in Drain Rock) • Free -draining Backfill should consist of soil having less than 5 percent fines. Percent passing No. 4 sieve should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free -draining Backfill, per ESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1 -inch Drain Rock. 0:0: 0 0 00 00 LEGEND: Free -draining Structural Backfill 1 -inch Drain Rock SCHEMATIC ONLY - INOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Solutions NW ac th Solutions NWLLC eotechnical Engineering, Construction yationlTestimg and Environmental Services Retaining Wall Drainage Detail Tukwila Spot Lot Tukwila, Washington Drwn. CAM Date 09/20/2018 Proj. No. 6276 Checked CGH Date Sept. 2018 Plate 3 r:ririr:r r•r•r•r•r r•r•r•r•r .0%02,0.90:0, Perforated Rigid Drain Pipe (Surround in Drain Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of less permeable, suitable soil. Slope away from building. LEGEND: Surface Seal: native soil or other low -permeability material. 1 -inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING r'#h. Solutions NW geotechnical Engineering, Construction bservation/Testing and Environmental Services Footing Drain Detail Tukwila Spot Lot Tukwila, Washington Drwn. CAM Date 09/20/2015 Proj. No. 6276 Checked CGH Date Sept. 2018 Plate 4 Earth Solutions NW LLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS ° MORE THAN 50 /o OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MOF THAN COARSE % FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) .6..6. 1h 0Si i+ •••••• GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINE eO 'G bdo ,00000 U 0,C GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE�t�4�y AMOUNT OF FINES) 50' _ j a �� • . 0.t '° a'1 V 1 C o GM SILTY GRAVELS, GRAVEL -SAND - SILT MIXTURES r�*,449; j� {�r�6.1 Or..�450 ��� I4 �+C CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) SW DED SANDS, RAVELLY SANDS, LITTLE OR NO FINES SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) ::. ; :;< �'•;` `;.`•:,`� y' '' SM SILTY SANDS, SAND - SILT MIXTURES }? SC CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT CLAYS LESS THAN 50 ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLLAAYS, SAi4NN CCL CLAYS, SILTY OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS AND UQUID LIMIT CLAYS GREATER THAN 50 MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICITY ....A. '"'"' OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS _ L� . .'��.: 2 L. PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. GENERAL SH ITP / WELL 6276.GPJ GINT US.GDT Earth Solutions NW TEST PIT NUMBER TP-1 Ea rill 1805 -136th Place N.E., Suite 201 PAGE 1 OF 1 'Solution Bellevue, Washington 98005 NH`s I, Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-6276 PROJECT NAME Tukwila Spot Lot DATE STARTED 8/10/18 COMPLETED 8/10/18 GROUND ELEVATION 339 ft TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY CGH CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil & Sod 6": brush AFTER EXCAVATION — to DEPTH (ft) SAMPLE TYPE NUMBER N U TESTS ai - O MATERIAL DESCRIPTION D O 7p ,•,o, 0.5 Dark brown TOPSOIL, root intrusions to 8' (Fill) 338.5 �:•: Brown silty SAND, loose, damp (Fill) SM :4, - - ••••i• 2.0 337.0 Tan well-graded SAND with silt, medium dense, moist _ _ MC = 3.60% Fines =11.10% :;: [USDA Classification: slightly gravelly SAND] • • SW- •` 5 SM ; MC = 4.00% -becomes gray MC = 4.30% 7.5 331.5 Test pit terminated at 7.5 feet below existing grade. No groundwater encountered duting excavation. No caving observed. Bottom of test pit at 7.5 feet. GENERAL BH 1 TP f WELL 6276.GPJ GINT US.GDT 8@0/18 Earth Solutions NW TEST PIT NUMBER TP -2 Ea rtli 1805 -136th Place N.E. Suite 201 'tea I u tiO n. Bellevue, Washington 98005 PAGE 1 OF 1 NH11( Telephone: 425-449-4704 Fax: 425-449-4711 PROJECTNUMBER . ES -6276 PROJECT NAME Tukwila Spot Lot . DATE STARTED 8/10/18 COMPLETED 8110/18 GROUND ELEVATION 337 ft TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY CGH CHECKED BY SSR AT END OF EXCAVATION — NOTES Surface Conditions: brush AFTER EXCAVATION -- z w 0 0 SAMPLE TYPE NUMBER TESTS vi . D v a.cii. O 0 MATERIAL DESCRIPTION - - - - 5 MC = 3.60% MC = 4.40% Fines = 23.50% MC = 3,60% Fines = 10.10% SM ,•:+, •+• +�++ ••••• Tan silty SAND, loose to medium dense, damp (Fill) -root bntrusions to 6' 1.5 335.5 TPSL =': t,2.0 Relic TOPSOIL horizon -6" thick 335.0 Sp - SM Tan poorly graded SAND with silt, medium dense, damp 4.5 332.5 SM - • Gray silty SAND, medium dense, damp 5 5 (USDA Classification: loamy SAND] 331.5 - - - SP - SM •' Gray poorly graded SAND with silt, medium dense, damp 47.0 [USDA Classification: SAND] 330.0 Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. No caving observed. Bottom of test pit at 7.0 feet. co 0 5 0 z 0 0 16 a co re a Z 1 urth k►Lrliens VWtI1 Earth Solutions NW, LLC 1805 - 136th PL N.E., Suite 201 Bellevue, WA 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -6276 - RCENT FINER BY WE . i 100 95 90 85 80 75 70 65 60 55 50 45 40 35. 30 25 20 15 10 5 0 GRAIN SIZE DISTRIBUTION PROJECT NAME Tukwila Spot Lot U.S. SIEVE OPENING IN INCHES 1 U.S. SIEVE NUMBERS 1 6 4 3 2 1.5 1 1/23/8 3 4 6 613 14 2030 40 60'60 100 140 200 1 1 1 1 1 II 11 • • 100 10 COBBLES GRAVEL coarse fine • • • HYDROMETER ti • • 1 01 GRAIN SIZE IN MILLIMETERS coarse SAND medium fine 0,01 SILT OR CLAY 0.001 Specimen Identification Classification Cc Cu • TP -01 3.00ft. USDA: Tan Slightly Gravelly Sand. USCS: SW -SM. 1.45 5.56 1 A TP -02 5.00ft. TP -02 7.00ft. USDA: Gray Loamy Sand. USCS: SM. USDA: Gray Sand. USCS: SP -SM. 1.68 4.36 Specimen Identification D100 D60 D30 D10 LL PL PI %Silt • TP -01 3.0ft. 19 0.374 0.191 11.1 %Clay 1 TP -02 5.0ft. 2 0.212 A TP -02 7.0ft. 2 0.316 0.116 0.196 23.5 10.1 r Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0358 Grantor: SOUNDBUILT HOMES, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 51st Ave. South and S. 164th Street both adjacent to 16351 51st Ave. South. Abbreviated Work Description: Work within the City Right -of -Way including; water, storm, undergrounding of power & utilities, driveway access, pavement cutting & restoration, traffic control, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITLESS WHEREOF, said individual(s) have caused this instrument to be executed this ^` day of I S7(, ! , 2019 Grantor / Aiithoized Signature J STATE OF WASHINGTON) )SS. COUNTY OF KING ) I certify I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the Te 61/1``' Criattet q e r of Soundbuilt Homes, LLC, a limited liabili'y company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated 1(43 1/ kle- n t i/ (f ( Notary Public in and for the State of Washington residing at My appointment expires 0(//c)31/5 DATED this GRANTEE: CITY of TUKWIL By: Print Name: Its: day of /4--%.-'' i , 2019 Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. - ,6(, z.c-s tCC1�� Name: e lib/ear NOTARY PUBLIC, in and for the State of_ Washington, residing at My commission expires: 95I "142 4/1/2019 City of Tukwila Department of Community Development MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Permit Application No. D18-0358 SOUNDBUILT HOMES 16225 51ST AVE S Dear MEGAN PARSONS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 11/7/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 5/7/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, a-f,t k'cto Kandace Nichols Permit Technician File No: D18-0358 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila March 21, 2019 Department of Community Development MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D18-0358 SOUNDBUILT HOMES - 16225 51ST AVE S Dear MEGAN PARSONS, 0 Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • On plan please show all trees which will be removed and all of which will be retained, including size and species. Please see TMC 18.54 for tree replacement standards. Please use Table B in TMC Chapter 18.54 to create a tree replacement plan if necessary and note tree protection measures for those retained on the plan. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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. Sincerely, WLe Bill Rambo Permit Technician File No. D18-0358 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 SEGA Engineers Structural & Civil Consulting Engineers January 17, 2019 Kevin Bentson Landmark Design, Inc. 1202 Main Street, Suite 104 Sumner, WA 98390 Re: Soundbuilt Homes Plan 2978-A4 16351 - 51st Avenue South Permit No. D18-0358 Dear Kevin, SEGA Engineers has received the review comments by the City of Tukwila dated January 7 for the subject project. Our response for structural design items are itemized below. 2. This calculations for this plan have been updated and revised over the last several years to reflect building design changes and the dates on individual calculation sheets indicate that time frame. The design is current with IBC 2015 which is identified on calculation Sheet 2 and in the General Structural Notes provided on drawing Sheet S1.0. No changes required. We trust that our response adequately addresses those issues raised during the structural design portion of the plans review. Please address any questions to SEGA Engineers. Sincerely, CORRECTION SEGA Engineers LTR# Greg Thesenvitz, PE/SE Principal Cc: File 03-051 RECEIVED CITY OF TUKWILA MAR 12 2019 PERMIT CENTER � DESIGN February February 19, 2019 Dave McPherson City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Permit No. D18-0358 Tukwila Lot 2 - Response to Public Works Comments CORE Project No. 18222 Dear Dave: RECEIVED CITY OF TIJKWILA MAR 12 2019 PERMIT CENTER We received your review comments (dated January 7, 2019) for the above referenced project and have the following responses to the comments from the public works department. PW DEPARTMENT 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) Response: This will be provided by the applicant prior to the Building permit issuance. 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. Response: This will be provided by the applicant prior to the Building permit issuance. 3. Complete and provide Public Works fee estimate sheet for this Building permit. (See Public Works Bulletin A2 — Permit Fee Estimate Sheet — enclosed.) Response: This has been provided by the applicant. CORRECTION LTR# 4. Revise site plan to include (1) show & label driveway within 51st Ave South per City of Tukwila standard detail RS -08 (2) show & label water meter box and water service line including connection to the water main within 51st Ave. South (3) show & label proposed drainage system for on-site driveway including gravel strip (4) show & label undergrounding of power from existing power pole to house (5) show drainage flow arrows across new driveway (6) F.F. elevation and site spot elevations (7) show and label existing Power Pole (8) show & label existing - water main, storm drainage system, curb/gutter/sidewalk, gas, and other utilities within 51st Ave. South & S. 164th Street. (See enclosed sample Civil Plan Sheets) 1 35 • 12100 NE 195th Street, Suite 300 = Bothell, Washington 98011 ° Ph 425.885.7877 1606 3rd Street SE ° Puyallup, Washington 98372 ° Ph 253.466.7877 ' www.coredesigninc.com February 19, 2019 Dave McPherson Page 2 Response: All of the items referenced above have been added to the Site Plan. 5. Proposed new driveway would be located at an existing Bus Stop. There is a Bus Stop Sign and a City of Tukwila Pedestrian Sign at this location. Placing a driveway at this location will require written permission from King County Metro. Metro.KingCounty.gov (Bus Route 156) Response: A note has been added that written permission is required from King County Metro to relocate the bus stop. 6. Show & label footing drain(s) - downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. Response: A separate footing and roof drain connection is shown. 7. Removal of any trees on-site will require approval from the City of Tukwila Planning Division. Response: A note has been added to the Site Plan. 8. Show & label any utility easements on-site including King County recording numbers. Response: The sewer and fence easements are shown with their recording numbers. 9. Contractor(s) performing any work within the City of Tukwila shall have a valid City of Tukwila business license. Response: This has been added as note number S. 10. All utilities including power are required to be underground, per City of Tukwila ordinance. Response: This has been added as note number 6. 11. Work within the 51st Ave. South and S. 164th Street right-of-way require a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. Response: This has been added as note number 7. If you have any questions or comments, please contact me at (425) 885-7877. Sincerely, CORE DESIGN, INC. �tcct/ Irtwtx- Sheri Murata, P.E. Project Manager \\fileserv\cad\ACAD\2018\18222\Submittals\2019-02-19\Tukwila Lot 2 Comment Response.docx January 07, 2019 City of Tukwila Department of Community Development MEGAN PARSONS PO BOX 73790 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 18-0358 SOUNDBUILT HOMES - 16351 51ST AVE S Dear MEGAN PARSONS, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. (IRC R401.3, R405.1, R408.6) 2. Structural calculations are an accumulation of calculations dating back as far as 2012 where each page has different dates and years. Provide revised calculation documents that are up to date, to show calculations shall comply with current 2015 building codes. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: Meredith Sampson at 206-431-3661 if you have questions regarding these comments. • On plan please show all trees which will be removed and all of which will be retained, including size and species. Please see TMC 18.54 for tree replacement standards. Please use Table B in TMC Chapter 18.54 to create a tree replacement plan if necessary and note tree protection measures for those retained on the plan. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 3. Complete and provide Public Works fee estimate sheet for this Building permit. (See Public Works Bulletin A2 — Permit Fee Estimate Sheet — enclosed.) 4. Revise site plan to include (1) show & label driveway within 51st Ave South per City of Tukwila standard detail RS -08 (2) show & label water meter box and water service line including connection to the water main within 51st Ave. South (3) show & label proposed drainage system for on-site driveway including gravel strip (4) show & label undergrounding of power from existing power pole to house (5) show drainage flow arrows across new driveway (6) F.F. elevation and site spot elevations (7) show and label existing Power Pole (8) show & label existing - water main, storm drainage system, curb/gutter/sidewalk, gas, and other utilities within 51st Ave. South & S. 164th Street. (See enclosed sample Civil Plan Sheets) 5. Proposed new driveway would be located at an existing Bus Stop. There is a Bus Stop Sign and a City of Tukwila Pedestrian Sign at this location. Placing a driveway at this location will require written permission from King County Metro. Metro.KingCounty.gov (Bus Route 156) 6. Show & label footing drain(s) - downspouts shall not connect to footing drains. Footing dram and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. 7. Removal of any trees on-site will require approval from the City of Tukwila Planning Division. 8. Show & label any utility easements on-site including King County recording numbers. 9. Contractor(s) performing any work within the City of Tukwila shall have a valid City of Tukwila business license. 10. All utilities including power are required to be underground, per City of Tukwila ordinance. 11. Work within the 51st Ave. South and S. 164th Street right-of-way require a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 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. Sincerely, Bill Rambo Permit Technician File No. D18-0358 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 WATER METER SIZING WORKSHEET (Reference 2012 Uniform Plumbing Code — Table 610.3) NAME: ADDRESS: 11_09-b .5\54- A e. 5 CITY PERMIT #: FIXTURE TYPE # OF FIXTURES ax FIXTURE UNIT = TOTAL UNITS Bathtub or combination Bath/Shower x 4 = 3 31,b Bathtub Fill Valve (Soaker Tubs) x 10 = Shower (per head) x 2 =d Water Closet (Toilet) x 2.5 — -4, 5 Bidet x 1 Lavatory (bathroom sink) ' x 1 = L Kitchen Sink (per faucet) 1 x 1.5 = 1 6 Laundry Sink x 1.5 = Dishwasher (Domestic) t x 1.5 Bar Sinks x 1 Clothes Washer x 4 — Hose Bibs (first) 1 x 2.5 = g • S Hose Bibs (each additional after lst) t x 1 — ( Lawn Sprinkler (each head) x 1 = Other: x = Total 22 ,.Ja Distance from meter to farthest fixture outlet On feet) Budding Supt' Size (inches) -., Known Static Pressure from Water Purveyor (If not known, use 45 PSI as default) (A) Height difference in feet adjustment (Deduct 1/2 in elevation where meter is lower than highest PSI per foot difference water supply outlet), pressure (PSI) (A-B+C) (B) (C) Adjusted Building Design Water - Required Minimum Meter Size and Street Service Line (from main to meter) APPROV �(C. `i cial) P4,Aff eyaie.fiee-o- TITLE DATE WATER_METER SIZING WORKSHEET-416B.DOCX REF #: 416B REVISED: 3112/14 3ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0358 DATE: 07/12/19 PROJECT NAME: SOUNDBUILT HOMES SITE ADDRESS: 16255 51ST AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: AQP Building Division I. 1V4 NP' /1\1 Public Works p -M pc. VI Fire Prevention Structural t\01(4 PIT (� Planning Division ❑ Permit Coordinator 11 PRELINIINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/16/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/13/19 Approved Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COP'( PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0358 PROJECT NAME: SOUNDBUILT HOMES SITE ADDRESS: 16351 51ST AVE S Original Plan Submittal X Response to Correction Letter # 2 DATE: 04/09/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works Fire Prevention Structural n IACi Planning Division Permit Coordinator . PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/11/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/09/19 Approved Corrections Required ❑ Approved with Conditions n Denied n (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 1 'PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0358 DATE: 03/12/19 PROJECT NAME: SOUNDBUILT HOMES SITE ADDRESS: 16351 51 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division brit V-11 Public Works Fire Prevention Structural n Ms CoW 4-11 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/14/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 04/11/19 Approved with Conditions n Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) vtAe4 4 zsrqLQr. Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 3-2-141 Departments issued corrections: Bldg ❑ Fire ❑ Ping [ PW D Staff Initials: 01/(L 12/18/2013 PERMIT COORD COPY; PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0358 DATE: 11/07/18 PROJECT NAME: SOUNDBUILT HOMES SITE ADDRES� 16 1 51ST AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: &J C0vS- Building Division NIA C6'Q Public Works aM I% ( tilk/6 Fire Prevention Structural M$ C©vYZ II37-1 Planning Division Permit Coordinator w PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 11/08/18 Structural Review Required REVIEWER'S INITIALS: DATE: P1 APPROVALS OR CORRECTIONS: DUE DATE: 12/06/18 Approved n Approved with Conditions Corrections Required L (corrections entered in Reviews) Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping PW ❑ Staff Initials: 12/18/2013 Sd,y- PROJECT NAME: Iror7veS SITE ADDRESS: / '25 LOY' Aue S PERMIT NO: Oa= 6/36-8- ORIGINAL 35? ORIGINAL ISSUE DATE: &4- Z,3- /9 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 7-/2-/9 e D 06 ,LJ Summary of Revision: cram; Pacie S Gcl Gr< AI: SS,'nj {turn k4 At P%,z S . . _ j Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 07/12/2019 Plan Check/Permit Number: D18-0358 Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: SOUNDBUILT HOMES - 16351 51ST AVE S Project Address: 16351 51ST AVE S Contact Person: Megan Parsons Phone Number: (253) 256-8748 Summary of Revision: Covered patio was on engineering but framing pages were missing from the plan set. RECEIVED CITY OF TUIKWILA, JUL 12 2019 PERMIT CENTER Sheet Number(s): Sheet 9 "Cloud" or highlight all areas of revision includinddi4Kirw isio 0 Entered in Permits Plus on 15" (_) Received at the City of Tukwila Permit Center by: H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 o 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: 04/08/2019 Plan Check/Permit Number: D18-0358 Response to Incomplete Letter # Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: SOUNDBUILT HOMES - 16351 51ST AVE S Project Address: 16351 51ST AVE S Contact Person: Megan Parsons Phone Number: (253) 256-8748 Summary of Revision: Landscape plan was created to show existing trees to be removed and the tree replanting plan. RECEIVED CITY OF TUKWILA APR 0 9 2019 Sheet Number(s): "Cloud" or highlight all areas of revision including to of revision PERMIT CENTER Received at the City of Tukwila Permit Center by. 0 Entered in Permits Plus on "! T- /4 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.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: 03/12/2019 Plan Check/Permit Number: D18-0358 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Soundbuilt Homes Project Address: 16351 51st Ave S Contact Person: Megan Parsons - Soundbuilt Homes Summary of Revision: See attached revision letter Sheet Number(s): Site Plan "Cloud" or highlight all areas of revision including date of revisit Phone Number: (253) 256-8748 RECEIVED CITY OF TUKWI1.. MAR 1 2 2uls PERMIT CENTEIK Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\ApplicationsWorms-Applications On Line \2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 CITY OF TUKW/L Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cen+ Buildin.g Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Part A: To be completed by applicant Site Address: 49XX S 164th St (attach map and legal description showing hydrant location and size of main):. Owner Information: Agent/Contact Person:: ' Owner Name: Soundbuilt Homes LLC Agent/Contact: Megan Parsons Owner Address: 12815 Canyon RD E Ste M, Puyallup WA 98373 Agent Address: Owner Phone: 253-848-0820 Contact Phone: 253-256-8748 This certificate is for the purposes of: SFR 0 BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): One - New 1" service/meter Vehicular distance from nearest hydrant to the closest point of structure is 90'+/- to property. See attached map for hydrant location. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Becompleted'' by water- utility district 1. The proposed project is within TUKWILA /King 2. No improvements required. 3. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connectiNEVEIVED requirements: CITY OF TUKWILA bieg-o3ss Nov o a 2018 PERMIT CENTE14 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1000 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. Water Availability: • Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project 1 hereby certify that the above information is true and correct, based on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone JEREM 1 �M DISTRIC G1NEER D . I (B ATTACHMENT 1 1:100 Water Availability Site Map 62xx 5 I st Ave S Parcel 5379800381 9/3/18 Legend IR Hydrants ® Water meters 041 Valves 560 Zone Water Main Parcel 5379800381 Elevation Data for Certificate of Water Availability from K.C. kmap 8-31-18 Test Report Print Title for 162xx 51st Ave S 201;7 Static Demand Static Pressure Static Head 538.36 (gpm) 4.46 (psi), 87.53 Fire -Flow Demand Residual Pressure Available Flow at Hydrant • (gpm- 1,000.00 78.74 3,382.39 Dae: Tuesday, September 04, 2018, Time: 08:45:24, Page 1 from 2016_ 04_01_HWD_Model_Updated.dwg TH Available Flow Pressure (psi) 20.00 r..d +r 3460 S 148th Suite 100 Seattle, WA 98168 TVey11' Phone: (206) 242-3236 Fax: (206) 242-1527 Rcpt. No. (.{ I3 74 6, CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 (• Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose x of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial x Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name Soundbuilt Homes - Megan Parsons Phone Number 253-256-87 Property Address XXX 51st Ave S, Tukwila 98178 Tax Lot Number 537980-0381 Legal Description (Attach Map and legal Description if Necessary ); MCMICKEN HEIGHTS DIV #2 UNREC LOT 2 KC SHORT PLAT 676074 REC NO 7608270624 SD PLAT NE 1/4 OF STR 27-23-04 BAAP ON N LN SD SUBD N 89-59-10 W 356.10 FT FR NE COR THOF TH S 0-15-50 DAF - POR OF NE 1/4 OF E 1046.40 FT TH S Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing 6" size sewer 1 b feet from the site and the sewer system has the capacity to serve the proposed use. OR • b. Sewer service will require an improvement to the sewer system of: RECEIVED ❑ (1) feet of sewer trunk or lateral to reach the site; and/or CITY OF TUKWILA ❑ (2) The construction of a collection system on the site and/or NOV 0 7 2018 ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked PERMIT CENTEi Ca. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or Review Board approval for extension of service outside the Di ict. OR C a. Annexation or BRB approval will be necessary to provide servic has been granted Boundary O2,9 4. Service is subject to the following; a. District Connection Charges due prior to connection: Permit $ 06. a GFC: $ Li%033 SFC: $ ,.t Unit: $ AM Total $ ii 4133. (Subject to Change on January 1st) Either a (in. ou 114 ' • a •aci arge, ►WSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: KRequired • May be Required c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. BY..s�r.�� Title ana or Date -31- g ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. ..1 2. This Certificate creates no contractual relationship betweeri,theiDisjit°and thp..fi. t and its successors and assigns and does not constitute and may not be relied upon as t DitfAct4'is.Pbutrantke that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date 8/31/2018 SOUNDBUILT HOMES LLC Horne Espafol Contact Safety & Health Claims & Insurance C Washngton State Department of Labor & Industries o Search L&I Page 1 of 3 A-llndcx Ileap My L,&t Workplace Rights Trades & Licensing SOUNDBUILT HOMES LLC Owner or tradesperson Principals Racca, Gary, PARTNER/MEMBER Dillon, Stacey Kyle, PARTNER/MEMBER Wilson, Kurt Allen, PARTNER/MEMBER Doing business as SOUNDBUILT HOMES LLC WA UBI No. 602 883 361 PO Box 73790 PUYALLUP, WA 98373 253-848-0820 PIERCE County Business type 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 License specialties GENERAL License no. SOUNDHL831CL Effective — expiration 02/13/2017— 02/13/2021 Bond Lexon Ins Co Bond account no. 9818263 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 02/13/2017 07/16/2015 Expiration date Until Canceled Insurance Peleus Insurance Company $1,000,000.00 Policy no. 103GL0025792-00 Received by L&I Effective date 09/28/2018 09/27/2018 Expiration date 09/27/2019 Peleus Insurance Company $1,000,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602883361 &LIC=SOUNDHL831 CL&SAW= 4/23/2019 12 REAR EL VATlON I/4"= I'-O" RI&hr ELEVATION 1/4' = I `-O" \IPA `kg w-\.a \\t 0000 90, SLOPE I /\ I On. { / \ 124'X48' /L bi. 4/0x4/6 XO *114C . iTC N_ 211-2, 6/0x&IC ado SG Zirai%%/:,,'%: "Rice OPT. METAL FIREPLACE NBTALL PER MFR SPECS. PROVIDE 6' N OUTSIDE AIR B/f/0 XOX NOOK 9' CI -Cs. MAIN FLOOR PLAN, 1/4"=1'-O" 16q SQ. FT. sNo 4' CONC. SLAB IW '4 REB.4R • W 00. OVER COMPACT SAND AND GRAVEL BABE 14 BA 18 0f.\ FOUNI,AT]ON PLAN 1/4"= -0" OPT. 24'X4d' BL 3tzx12GLH now iiF"Wk 0n \\// apt 241 ' 92.0/ 62:0// \ grr /• 1' ` \62., /1 ROOF FLAN I/4"=I',-0" 4x10 r... ww rssr w.. 0 i •s sublgel l:'. -:.^: p;;: aro constructor eAC`Ciin".e°r'i$ :ice ':Dr 0•Is •:::1;;:g.un Of any ana1;(€-„`.. ccoe. Et[ :':::'.e:t:: aCCro,ec FieRJ cog, h'a • pi Nn fCYtC'h REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 5 20i9.4 City of Tukwila BUILDING DIVISION REVISIO NO. 71 O ntmetor ar builder verity all dimensions .ore proceeding with wnstrxxetfan. a This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes Where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engtheer for compli- ance to specific site catr- ditiMni. 4. These plans sbouid not be altered by other than a qualified designer, archl- tect ar structural er.giater. Plan No 2978 Data 1-IAA-le DI$ 9 SEC. 27, TWP. 23 N., RGE. 4 E., W.M. EXISIGNG 8" a WATER LINE OHP 10' SEWER EASEMENT PER AIN 7703140579 7'FENCE EASEMENT PER AM 20170307900009 OHP -5' BSBL N8959'1019 110.00 SENER CONNECJON POINT 2' 1NOE GRAVEL STRIP (6" DEPTH) WATER SERVICE GAS (So1 40 CONDUIT, 2' DEEP MTH 12" MN SEPARAn0N FROM 0111ERR UTTUMES) PONER 5' E1931 LX/snNG OVERHEAD POSER LINES / 340.50 (FG) 340.50 (FC) x EXISRNC POIOR POLE /+ x • A X X X x -'�']{ - z -' x £X/STTNC �SESEP PROPOSED WATER MEIER EXISTING CAS 340.50 (FG) 25' BSBL 1 SSCO 335s7 APAWX LOCAncN OF EA7S7ING TREE 10 BE REMOVED (REQUIRES APPROVAL FROM GO.T. PLANNING MOON, TYP) 2978A-4 18LF 6" PVC O 001 336.67 MFF 341.00 UT „WOO F0017NC FAIN CONNECTION 6"/£3320 ROOF CONNECIIOV 6"/£334.0 23LF 6" PVC 0 0.0643 TGIF PERFORA!D STUB CUT 6'lC33P.0 x x x x 7(7 DRIVEWAY CONSJRUCnaV ENTRANCE SOCO KW 3350 6" (E 131.82 (£W) 6"1E33250(S) S 164TH ST N8959'101W 110.00 '-10' BSBL BASYC SHEEN OW DISPERSER Or DR/IEWI Y RELOCATE EXISTING PEDESIR/AN SIGN E.17S1NJ KING COUNTY METRO BUSS PERMISSION REQUIRED FROM KING COUNTY METRO TO R&0^.AIE 51 ST AVE S RE9017.77AL OWIfWAYALTERNATE 1 PER CO.T STD DR RS-0 A CONNECT 10 EX/ST1NC CB RIM 334.00 1E 33050 EXISTING STORMORAIN LINE SDICO RIM 33500 6"IE33250(W) 6"1E33225(N) • - ta, SCALE: 1 " = 10' O 5 10 20 SITE STATISTICS FILE. C Ram* No. Oran review aowvv - omissions Adorovat di c.' lot autndoze the VIC ordinance Recent: By L fJ i r Date_-=..._y --� JT.--- REVISIONS ` c. r.tar0r` . • ofWON 0,r Tukwria NOTE. Revrsrc.a •.. Submittal and may _r ..z• scat* the cw ular reveaW PARCEL Na 5379800381 ADDRESS XXX 51Sr AlfNUE S IMPERNOUS AREA ROOD DR/&f*i9 Y & SIDEWALK.• TOTAL: LOT CONTACT /NFOWAnow MECAN.• ADDRESS PHONE NOTES 2821SF 842 SF 4663 S" 4690 SF (253) 256-8748 P.O. BOX 73790 PUYAULIP, WA 98373 (253) 848-0820 13,t (sli,vr`?aPC �t l„' frivi01Pt'I 1. ALL EXPOSED SOILS WLL BE MULCHED WHEN NOT BEING WORKED. 2 SJLT FENCE 10 BE INSTALLED AS APPROVED BY an' INSPECTOR 3 DESIGN /S NOT BASED CW SURVEY. 4. AU U11U1TES AND TOPOGRAPHY FROM aS DATA NOT TO BE RELIED UPON FOR CONS1RUCn&N PURPOSES CONTRAC1i4 TO VERIFY ALL ELEVATIONS SHOWY ON THIS FLAN. 5 CONTRACTOR PERFORMING WORK SHALL HAVE A VAUD WY OF TUKNILA BUSYNESS ULENSE 6. ALL 1.1iU11£S INCLUDING POSER ARE REQUIRED TO BE UNDERQYOUND. 7. IOW SITTNN THE ROW REQUIRES A STREET USE PERMIT AS PART OF THIS BUILDING PERMIT. BOVLNNG, INSURANCE AND HOLD HARMLESS AGREEMENT FOR $q W IN THE ROW ARE REQUIRED. EXISTING FIRE HYDRANT LOCATED ON NE CORNER OF 51ST Alf S ANDS 164171 ST 3 15 141 SEPARATE PERMIT REQUIRED FOR: Atechaida Electrical ❑ Plumbing ❑ Gas Piping City of TuK' Ia BUILDING DIVISION CORRECTION REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 c0I9 Pri City of Tukwila BUILDING DIVISION n RECEIVEr. CITY OF 11.1KWILA MAR 12 201g PERMIT CENTER PERMIT NO. D1&0358 NS-03s9 STAMP DATE 1- 0 SH£R/ H. MURATA, PE DESIGNED 0 0 SH£RI H. MURATA, P.E. APPROVED PROJECT MANAGER SHEET OF 1 1 PROJECT NUMBER 18222 CelERAL NOTES BUILDING, CODE- 20B INTERNATIONAL PJ TY. CODE (IBC), AND BY REFERENCE WHERE APPLIr-4P4 F THE 205 INTERNATIONAL RESIDENTIAL CODE (IRO) A8 AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PEE (SNOW) ROOF DEAD LOAD • 15 FEE FLOOR LIVE LOAD • 40 P6F FLOOR DEAD LOAD • B PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: V err11PARCY GRIMM R-3 PE6a4 CRTIERIAe TABLE F3012(1,1 GROW Bf401W LOAD CE8Y_4N SEISMIC SEISMIC CATEGORY SUBJECT TO DAMAGE FROM momICE DESIGN TEMP.REQUIRED WIELD WER- FLOOD lab�G AIR DEAN ANNUAL lE'P SPEED (1'Fi4) SPECIAL WINDUR�'D-BOREDESIGN WaalWaalPEBRIWS ZONE UEAT18tNa Ffd7BT LIE DEPTH 11TdMItE NM TOPOGRAPHIC BFECTB 25 110 DIIP2 MOD 0 N D T7 NO LOCAL JJWSDICTICN 80 60 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE PARER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MPG. AST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUES DESIGN AND LAYOUTS (FRCIM MANUFACTURER) n UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 15 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ABSIMED AVERAGE SOIL BEARING CF 1900 PSF EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM BELOW FINISHED GRAPE. ALL FOOTINGS TO BEAR ON FIRM LigDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACICFILL TO BE THOROUGHLY CO'1PAt-TED. MINt1M CCMPF£SSNE STREWN CF CANQRETE PER TABLE R4022 MNPUI COPPfE661VE STRENGTH (YG AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MODERATE MATTERING POTBtTIAL B SWEATH WER TO WALLS, AT1ORS 4 OTFET2 CONCRETE NOT 2300 pea BASEMENT tAes 4 N1E SLAB AB ON GRADE, EXCEPT GARAGE 2900 poi FLOOR 8 BASEMENT WALLS, FOUOATIONI WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE W7RC Dro6F.D TO TIE WEATHER 3000 pet (5% to 1% alr rated 31000 pal (5% to 'Ts alr afRtraN1•d) FORDE6, CARPORT 61ASB 4 STEM E C O8E) TO THE WEATHER 4 GARAGE FLOOR SLAEL CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR RENEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UNA. (SEE STRUCTURAL) ieQlNDA710N BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE W48FE128. UKDOD 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. LINND. WITH MIN. 1' EllEEDEENT METAL FRAMING CONNECTORS TO BE MANLFACTJRED BY 81MP8ON STRONG -TIE OR LISP STRUCTURAL CONNECTORS. ALL WOOD M CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD M ACCORDANCE WITH AUPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRO R311L, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALvANIZED STEEL STAINLESS STEEL SILICON BRONZE, OR COPPER 6' MR CLEARANCE BETWEEN WOOD AND GRADE 12' MIL CLEARANCE BETLEENN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BEIILEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE RIMER OF (a) THE TOP OF THE FOOTING OR (B) 6 I14CHE8 BELOW THE TOP OF THE BASEMEN FLOOR TO THE FMIBHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PAFaMIR& APPLIED TO THE EXTERIOR OF THE WALL. THE PARGINS SHALL BE DAP1PPROCEED IN ACCORDANCE WITH ONE OF THE FOLLOWING: L BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 14' COAT CF SURFACE-1300 GG CEHEM COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGI 4 OF WIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DANMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED 14 SECTION R4062 TO THE EXTERIOR OF THE WALL. LU&ATERGROOFMG R4062 - IN AREAS WERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE CNOUN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 MCIES BELOW THE TOP OF THE BABE -ENT FLOOR TO THE FINISHED GRADE WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH at CIF THE FOLLOWING: L 2-PLY HOT -MOPPED FELTS. 2. 55 POUND ROLL ROOF NG_ 3. 6-MIL POLYVINYL CHLORIDE. 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT, 1. li' CEMENT-1545ED, FIBER -REINFORCED WA Rtw'nux COATING. 8, 60-MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RIMER t c.-j'It ORGANIC -SOLVENT -BASED PRODUCTS SUCH A8 HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICE !WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL USE CF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PAJZrsINGB TO SEAL ICE WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44'3 HOT ASPHALT SHALL BE APPLIED A7 A ielPENATIIRE OF LESS THAN 200C. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE VENTILATION R408J - THE WIDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (FYCEPT &PACE OC-CLIPIED BY THE !BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A WIND COVER OF SIX MIL (0006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL &PACES. THE GROOVES COVER 844ALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION THE GROUND COVER MAY BE OMITTED N CRALLL SPACES IF THE CRAW_ SPACE HAS A CONCRETE SLAB FLOOR 11AT4 A MINIMUM THICKNESS OF TWO MC1ES. QRAFTSTOPPNG 4 FARE Or C1Rlr. PRAFT6TOPPING R302J2 IN COMBUSTIBLE CONSTRUCTION WHERE THERE 18 UK AP4F SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTBTOPPING P41A1 I DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 18 ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFISTOPPING SHALL BE FRAVIDED M MOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCIMSTANCEB: L CEILING 18 SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING 18 CONSTRICTED OF TR188-TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION RS02J2i. FIREBLOCKMG R30)JI IN COMBUSTIBLE CONSTRICTION, FIREI3LOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORT AN EFFECTIVE FIRE BARRIER BETU.EEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOOCMG SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATION& I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING IPARRIED SPACES AND PAPAW FI ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10E; 2. AT NTERCON'ECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SIGH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILIN68. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN ENCLOSED SPACES UNDER STAIRS 8HALL COMPLY WITH IRO SECTION R302.1 (Iy' GiS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND BOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PA1n M� OF FLAME AND PRODUCTS OF cot -astral. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE A5111 E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHMFEYB AND FIREPLACES, SEE lRRC SECTION 1 003.Pa 6. FIREBLOGKMG OF CORNICES OF A TWO-FAMILY DWELLNG IS REQUIRED AT THE LIE OF DWELLING UNIT SEPARATION. FIREBLOCKINs SHALL CONSIST CF MATERIALS LISTED IN IRO SECTION R302JU LOOSE -FILL INSULATION MATERIAL SI4ALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN TE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOQCS SHALL BE MAINTAINED. %SALL OZNSTIPS DCNARRAMNG rirNrwAi ALL NAILING TO COMPLY WITH REt JIRErENT5 OF IRO TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R10235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R102fl TIIWoQEt6 OP 61T61.11 BOARD OR GOPSl PMEL PR1LOtCT6 (10193./ APPLfC4TIGN ORBltAtICN cis GYPSUM BOARD OR GTPNs•1 PANEL PRODUCTS TO PRAMS ryyX1111 rocas or PRAYING ME'!CM INCHES OCJ MAXIMUM SPACING OP iAblEt S (NC1EW SATE OP NAILS POR APPLICATION TO WOW MAPS% NAILS WO sdls•Ive SCREWS 321 CEILING PERPENDICULAR 4 1 2 D GAGE, I -VI' LO44 te,*4' MAD; tabs MA. 1-1/4' LONG AN4LAR- RlYYL OR 4d COOLER NAIL. "tor WALL EfTNE R DIR[LTICN IS S Y OS' DIA. 1-3/6' LONG MAD. yr CELNS E TES DIRECTOR % 1 G B 0004,14011. LO1411611.4' HEAD, SOU' DIA I-114' Lan, ANNLAR- M.4ED; OR 5d COOLER NAIL, .a* DAL Id/•- LONG, B/64' NEAR OR aortal BOARD NAIL, en' Dt4. 1-1D' LONG S/3r 1rAD. CELNG PEPPENDIO.LAR 24 T 12 WALL MICR DIRECTION 24 S 2 WALL EIME R DIRECTION 16 • 16 5/13' CEILN3 WRIER PIRRYTILN 16 1 D a GAGE, 1-b/1' LOYL I1N4' IBM, SOY' DIA. 1-141• LONG, . t4LARR- RIMED; OR 6d COOLER NAL. 0.04' DIA. I-W LONG 1/4' HEAD, OR sinner BPNRo NAIL OOR!' DMA 1-U1' LOH% n4' MAO. CHLNG PERE801CtLAR 24 1 17 TYPE X AT GaaAGE as BfE.ATH /NABrtnnLE RbffiS PERPENDICULAR 24 a • 1-1/11' LONG 6d COATED NAILS OR EOUYALCR DRYWALL SCTRE & SOME e144LL cant UN eecrboi R1wlbl WALL EIME R DIR ECIUON 24 • n B *AGE, 1-bit' Lab, Woos f*AD: on MA. i-1/4' Lan, *eat - Wien OR 60 COOLER MAL, OO'�' DIA,1-W Lan, V4' CAD; C R _a]?Saz1 BOA41D NAIL. ODD' Die. 1-1/w Las. 11/64' PRAD. WALL Erna DIRECTION E 5 16 APPLICATION WITH ADNENVE VWCEILING PERPENDICULAR Y 16 16 EWE AS ABOwt NOR SWaortl SI BOARD AND GYPPEEL PRODUCTI. WALL Erna DIRECTION 16 16 24 VA' OR DAY CEILING EITHER DIRECTOR IL 1e LL SAM A6 MOVE FOR V2' AND SAY GYPSUM BOARD AND aTTS4, PANEL ITOOlIC1it, 1EDPECTNELY. GELLING: PCR•GGIQLAR 24 12 LL WILL Ernet DIRECTION 24 16 24 1WO 1'S LAYERS CEILING PEPPEMILLLA4R 16 W 8 p4SE ?LT WAILED M ABOVE FORH' iYP'S1M ao.a MD GYPSUL *ALL EITHER DIE TIO4 24 24 24 PEEL PROCtIC 1k PACE MT Ieta4 ED RUIN ADHESIVE FASTENERS ALL NAILS SPECIFIED ON TI418 PLAN 64-1ALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) CF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER ArFENDIX L OF THE NATIONAL DESIGN 'SPECIFICATION FOR WOOD CONSTRICTION (NOB) Sd COMMON (0131' DIA, 2-I/2' LENGTH), 8d BOX (0113' DIA, 2-112' LONG), I0d COMMON (0J48' DIA. 3' LONG) 10d BOX (0128' DIA. 3' LENGTH), Led COMMON (0.162' DIA, 3-IRA LONG), Ibd SINKER (0148 DIA, 3-V4' LONG) 5d COOLER (0ID86' DIA. I-5/8' La ), 6d COOLER (0ID92' DIA. 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF UMPA GRADING RULES FOR THE ILEBTERN LIMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LLPMBER GRADING AGENCY AND S1441_1_ HAVE THE FOLLOWING READJUSTED DESIGN NMI -TUN FROPERTIEB: ,K21EL 102212 TYPE 2X4 2Xis OR LA* HF % - Fb•860 psl, Fv•15 poi, Fc•1300 po1, E•1200000pe1 HF 4 - Fb•850 poi, Fv•15 poi, Fc•L300 psi, E•1200000pe1 DEO 4X 6X OR LARGER OF-L 4 - Fb•900 pot, Fv95 psi, Fc•1350 psi, E•1600000pol DF-L •2 - Fb-815 psi, Fv85 pea Fc.600 poi, £•500000poi MX HF Q - Fb•850 psi, Fv15 psi, Fc•1300 pal, E•1200000pet HF'2 - Fb•880 psi, Fv•15 poi, Fc•1300 poi, E.t200000ps1 2X4 2X6 ORLARGER PC*1$ IS s2 - Fb-900 psl, Fv95 psi, Fc•I350 psi, E•1600000ps1 IF 02 - 190.900 poi, Fv95 pal, Fc•1350 psi, E•I6000c0ps1 DF-L IT - Fb•100 pet, Fv6S poi, Fc-415 poi, E•1300000p.I DF-L 4 - Fb•100 poi, Fv88 psi, Fc•415 poi, E•1300000ps1 4X4 4X6 OR LARGER 6X6 CR LARGER 6X6 OR LAMER GLUED-LAMINATEP BEAM (GLIB? SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MMMUM PROPERTIES: Fb • 2,400 P61, Fv • 165 F'SI, Fc • 650 PSI (PERPENDICULAR), E • 1900000 PSI, ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR ALAI 1 SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION M ACCORDANCE 11.4714 THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED A8 'PSI' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 P01, Fv • 290 PSI, Fc • 150 PSI (PERPENDICULAR), E • 2000000 PS. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 P81, Fv • 286 P81, Fa • T50 P81 (PERPENDICULAR), E • 1,900000 PSI. BEAMS DESIGNATED AS 'L8L' 61-1ALL HAVE T MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 OBI, Pc • 680 P81 (PERPENDICULAR), E • 1300000 PSI CA-CUL:AV N8 SHALL INICL.UDE DEFLECTION AND CAMBER RECURS -TENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRLISSE8: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF LLEIGHT PLUS LIVE LOAD AND 811PEWMPOGEQ DEAD LOADS AS STATED M TE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS 94J4J I DE WELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON ETC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE muss DESGN DR4LU11 8. ROOFNA4LL/FLOOR SHEATHING TYPICAL WALL 4 ROOF BREATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UN,.ESB OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON • 6' QC. • PANEL EDGES AND 12' 0/4 IN FIELD UNA. ON BHEARi4LL (SCHEDULE SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/I6 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (4020) SHEATHING, UNLESS OTHERWISE SPECIFIED. TIM -1W NAILING SHALL BE 8d COMMON AT 6' 0.C. • PANEL Fr r.t6 AND 12' O.C. IN FIELD SPAN INDEX SHALL SE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS At ROOF AND FLOOR SHEATHING. LLOLLFLA6HING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED M THE EXTERIOR WALL ENVELOPE IN SUCH A MASER AS TO PREVENT ENTRY OF WATER Mt0 THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDNGG STRJC11n4L FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE O: THE EXTERIOR WALL FINISH AND 1244411 BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OP THE FOLLOWING LOCATIONS: I. AT TOP CF 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 CR BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM 5. Il1HERRE EXTERIOR POI.CFEB, DECKS, OR STAIRS ATTACA4 TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. QCIHRIOR DOORS. WISDOM AND SKYLIGHTS - • . Iwit(l'MI6 f FuFG'tt_ GQPF WINDOWS SHALL BE INSTALLED AND FNISFED M ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MAIPACTLRER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION FWD -EMERGENCY ESCAPE 4 RESCUE 0FE]RtNIGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REGLJIRED EASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING R0O1-1 SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. Uk♦ttat BASER -TENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPE7'MG SHALL BE REQUIRED M EACH SLEEPING ROOM. ET'ERC,EINCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM BHELTERB AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIR'ENT NOT EXr-FFT2ING A TOTAL FLOOR AREA OF 200 6Q FT. MINIMUM OPENING AREA ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MN. NET CLEAR OPENING OF 5.1 SQ. FT, EXCEPTION GRADE FLOOR OPENINGS SHALL HAVE A MINI 549 BGL FT. NINE M OPENING HEIGHT: THE MIN NET CLEAR OPENINGS HEIGHT SHALL BE 24 NCNES. MMIIIII OPENING WIDTH THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: U1-ERE A WINDOW 15 PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, It SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW ILELL M ACCORDANCE WITH SEC. R3023. SAFETY GLAZING SHALL BE INSTALLED M THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER RC SECTION R308.4 L GLAZING M DOORS - SIDE HIDED DOORS, SLIDING GLASS DOORS AND PANELS M SLIDING, 4 BFOLD DOOR ASSEMBLIES PER IRO SECTION R30841 2. GLAZING ADJACENT TO DOORS - PANELS UATHIN 24' CF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRO SECTION R308A2. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN a SQ. FT. THE BOTTOM EDGE 18 LESS THAN 18' ABOVE THE FLOOR, THE TOP EDGE 18 MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE CF THE GLAZING PER IRO SECTION R30843. 4. GLAZING IN GUARDS AND RAILS PER RRC SECTION R308A4. 5. GLAZING M WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT 11.15.4, SFAS, U14IRRLP00L8, SAJNAB, STEAM ROOMS, BATHTUBS, BHouERB AND INDOOR OR OUTDOOR SWMMING POOLS WHERE THE BOTTOM EXPOSED EDGE 18 LESS TI4AN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRO SECTION R30645. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WERE THE BOTTOM EXPOSED FTy.F IS LESS THAN 36' ABOVE THE PLANE OF TE ADJACENT WALKING SURFACE CF STAIRWAYS, LANDING BETWEEN FLIGHTS) CF STAIRS AND RAMPS PER IRO SECTION R3084.6. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WA -ERE TTE GLAZING 18 LESS THAN 36' ABOVE THE LANDING AND WITHN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES PROM THE BOTTOM TREAD NOSING PER !Pc SECTION R905A.1. SO4t1AND M016TI pa WON R302J0 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INS111 ATION SHALL BE M ACCORDANCE WITH (SECTIONS R302.10.1 THROUGH R302J05. E002.12J SULATI@l INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND vAPRO-PERMEABLE MEMBRANES MSTAI..LED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAIII SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXrFFD 450 WHERE TESTED M ACCORDANCE WITH AS/NI E 84 OR UL 123. FY(-FPTIONS: L W-ERE SUCH MATERIALS ARE INSTALLED M CONCEALED SPACES, THE FLAME: SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 18 INSTALLED M SUBSTANTIAL CONTACT WITH THE LIVEXPOSELD SURFACE OF 71E CEILING, FLOOR OR WALL FINISH 2. CFI 1 ULOBE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL SE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 Wt-EERE TESTED M ACCORDANCE CE WITH CANML.0 81022, 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302J0J W4EIRP TESTED M ACCORDANCE WITH CANA1LC 8022. EXCEPTION: CELLULOSIC FUSER LOOSE -FILL INSULATION SHALL- NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CALNNLC 6022, PROVIDED 8144-1 INAUI 4TION COMPLIES UATH THE REQUIRE-ENTB CF SECTIONS R302J0J AND RTO2.03. R302.03 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY UIT4 CPBC 16 cFR PARTS 1209 AND 1404 FAGH PACKAGE OF 8UCH1 INSULATING MATERIAL SHALL BE CLEARLY LAPFI FD M ACCORDANCE WM-I CPBC 16 CFR, PARTS 1209 AND 1404. R302J0J EXPOSED ATTIC NSLATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THANE 0.12 WATT PER SQUARE CENTIME R302,05 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH ASTM E 910. IPFILTRATON CONTROL EXTERIOR JOMTB AROUND WINDOWS AND DOOR PRAMS, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED CAULKED, GASKETED OR U,EAT•ERSTRIPPED TO LIMIT AIR LEr•Kar.F, R102.1 VAPOR RETARDERS CLASS 1 OR II vAPOR RETARDERS ARE REQUIRED ON THE NTERJOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6, 1, S, AND MAREE 4. EXCEPTIONS: I. BABE'E•NT WALLS. 2. BELOW -GRADE PORTION CF ANY WALL 3. CONSTRUCTION WHERE MOISTURE OR ITS 19REE.ZING WILL NOT DAMAGE THE MATERIALS. R1021J CLASS 111'VAPOR RETARDERS CLASS III VAPOR RETARDERS PHA 1 BE PERMITTED WERE ANY ONE OF THE CONDITIONS IN TABLE R102.1.1 18 MET, R10212 MATERIAL VAPOR RETARDER CLA88 THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANFAC1Ui£R'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL. BE DEEMED t0 Met 1 THE CLASS SPECFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALU•IINLM FOIL CLASS II: KR OFT -FACED FIBERGSLASB BATTB. CLASS III: LATEX OR ENAMEL PAINT. R10213 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED OLADD/Cr, FOR THE PURPOSES OF THIS SECTION, VENTED CI ADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHAH 8E PE*-1ITTED, 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED M TABLE R1033(V. 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED M TABLE R1039A. 3. 0T14EER APPROVED VENTED CLADDINGS. WBEC R4024 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE SECTIONS R4024.1 THROUGH R40244. R.402412 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGES PER HOUR WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AIR POSTING OF CERTIFICATE WBEC_ R4013 A PERMANENT CERTIFICATE 64-ALL BE COMPLETED BY TE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE UI-ERE THE FURNACE IS LOCATED, A UTILRY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. SI-EN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF TIE CIRCUIT DIRECTORY I ARM , SERVICE DI5CONECT LABEL, OR OTHER REQUIRED LABELS. THE CERTFICATEB SHALL LIST THE PREDOMINANT R-VALUES OF NEW 4TION MBtALLED M OR ON CEILING/ROOF, WALLS, FCt1CATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAM COEFFICIENT (BHGC) O= FENESTRATIONN, AND TE RESULTS FROM ANY REcaiIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 16 MORE THAN ONE VALUE FOR EACH cc-PO®NT, THE CERFIFICATEB SHALL LIST THE VALUE COVERING 114E LARGEST AREA THE CERTIFICATES 51.LA1 L LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. URERE A GAS -FIRED INVENTED ROOM HEATER, ELECTRIC FIRIACE, OR BASEBOARD ELECTRIC HEATER 18 INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAO -FIRED LAMENTED ROO1 HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAO -FIRED INVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGAE TESTING: DUCTS SHALL BE LEAK TESTED M ACCORDANCE WITH USU R8-33, USING THE MAXMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 LBEC BEc. R40333, A WRITTEN REPORT OF TE RESULTS SHALL BE SIGNED BY THE PARTY CONDt1CTMG THE TEST AND PROVIDED TO THE CODE OFFICIAL BUILDING AIR LEAKAGE TESTING 20E4 IL5EC SEC. R4024 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE F IN ACCORDANCE WITH THE REQUIREMENTS OP SECTIONS R4024J THROUGH R40244. RODENTPROCPM 2015 IANIFOR'1 PLUMBING CODE� 312.I2 STRAINER PLATES ON DRAM INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXLttPS II OF AN NCH IN THE LEAST DMEN8ION. 3T2J21 METER BOXES SHALL BE CONSTRICTED IN SCNI AN MASER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FP3O 1 THE BOX INTO 114E BUILDING. 312122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN UWILLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPER, suck' O'E o4c,B 51.4A1 I BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED t0 THE ADJOINING STRUCTURE. 312J23 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAM SPACES AT OR BFLCW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR PETAL ace SECURELY FASTENED 7O THE ADJOINNG STRUCTURE WITH NO Ort14TNG EXCEEDNG L4 OF AN INCH IN THE LEAST DIMENSION. WSEC SECTION R404 LIGHTING EQJIFMENT P'ER SEC R4041 - A MINIMUM CF 15 PERCENT OF LAMPS M PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY JLLUMINATION PER SEC Q3031 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLU1MATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. TE L1GI4T SOURCE SHALL BE CAPABLE OP ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDI,O. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CG 4i L TE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. De4; EPTION: A SWITCH IS NOT REQUIRED WERE REMOTE, CS4TRA4L OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED, EXTERIOR STAIRWAY ILLUMINATION FER SECB3038 IRO EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT TI$ TOP LANDING OF STAIRWAY ILLUIINL4TION SHALL RECEIVE PRIMARY POLER FROM THE BUILDING WIRN-G. EXTERIOR STAIRWAYS F'RO'A- A BASEMENT FROM 714E OUTDOOR GRADE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED LANDING Cf THE STAIRWAY. QL I NG AND NOTCHNG 611.06 PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE N ACCORDANCE WITH THE FOLLOWING: L NOTCHIN. ANY 811.0 M AN EXTERIOR WALL OR BEARING PARTITION SHALL SE PERMITTED TO BE CUT OR NOT NOT EXCEEDING 25% OF ITS WIDTH. STUDS M NONBEARI!* PARTItIONB SHALL BE PERMITTED TO BE NOTCHED TO A EXCEED 40% OF A SINGLE STUD WIDTH REVIEWED FOR ,APPLIANCE AT NGarOf 9ED AP? 12019 City of Tukwila B?JItPfQ6-IDIVISION 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED CR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN I6 INCH 70 THE Frrr OF THE STUD, AND THE HOLE 10 NOT LOCATED IN THE SAME SECTION ABA CUT OR NOTCH S1UD8 LOCATED M EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED MATH NO MORE THAN TWO P21/ 13131VE DOUBLED STUDS BORED. SEE FIGURES R602.6(V AND R6023(2). EXCEPTION, USE Or APPROVED BTJD SHOES IS FEltil11ED W$iRE THEY ARE INSTALLED M ACCORDANCE WIT4 THE MAN4FACTAER'S RECOMMENDATIONS. DRILLING AND NOTCHIYS OF TOP PLATE. PER SEC R602.6J U4154 PIPINGS OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND 1-V2' INr11F8 WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE A7 EACH BIDE OF THE OPENING WITH NOT LE88 THAN EIGHT Col NAILS H4AVR'G A M114711M LENGTH OF 1-I/Y INCHES AT EACH SIDE OR EQUIVALENT. THE META- TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602210 EXCEPTION; W-EN THE ENTIRE SIPE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL CTUL PANEL SHEATHING. CtB- 03ss • 0 CA 0 .♦. • zA 0 ,Ei•,.:.,.F.T1f i:.:l CITY CIF 1 UiKWIL1 NuV 07 2010 PERMIT CENTEF 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was desiiggned to be marketed throughout many munlcipelitie.. The pufchuer mutt verity compliance with all local eppheable codes home where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978-4R Date: 8-23-18 N-1 VENTILATION REQUIREMENTS !ROOF ATTIC VENTILATION CALCULATIONS VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%a NOT MORE THAN 50% OF REQUIRED vENTS SHALL 13E IN UPPER PORTION OF VENTILATED ROOF SPACE (N40 MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAvE VENTING. VENTILATION REQUIRED FER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORTED WHERE CEILIHYs6 ARE APPLIED DIRECTLY TO TEE UNDERSIDE OP ROOF RAFTERS SHALL 44AvE CROSS vENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATION OPENINGS FLEE I HAVE A LEAST DIMENSIONS OF I/16' NCH MINIMUM AND V4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION! OF 1/I6• MINIMUM AND V4' MAXIMUM OPENINGS N ROOF FRAMING Ntt1SERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIREED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR IM WEJN VENT AREA PER SEC. R8062 - THE MINIMUM NET F V1ENTILAtION AREA SHALL BE 1450 OF THE AREA Cr THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - W-ERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-11404 SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: (AREA 1) 1,619 8a F1. OF ATTIC AREA/300 • 560 ea FT. OF VENTILATION REQJIREP (806 SQ. INCHES) UPPER VENTS • 403 Sq. h (S AF50 VEINS) LOVER VENTS • 403 8q. h 32 EAVE VENTS x i2' PER BLOCK • 384 Sq. h I AJ30 VENTS x 50' PER VENT • 50 Sq. NOTE: UPPER ROOF \.WTINks PR APED BY 1'x101 AF50 ROOF VENTS. (50 $ IN PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 V8' DIAi'ETER 1311O HOLES' PER EAVE BLOCK (4)-2 VIE DIA HOLES • 1416 50, k. WO MESH NFA w/ 1ME81-1 • 12' Sq. In PER BLOCK LOUVER ROOF - COVE PATIO OPT. 1: (AREA 2) 169 SQ. Pt. OF ATTIC AREA300 • 56 SQ Ft. OP vE1NTILATIO 4 REQUIRED (82 SQ. UPPER VENTS • 41 Sq. h (I AF50 VENTS) LOVER VENTS • 41 Sq. h 4 EAVE vENTS x IT' PER BLOCK • 48 Sq. h I AF50 VENT x 50' PER VENT • 50 Sq. h LOVER ROOF - PORCH/GARAGE: (AREA 3) 240 8Q Pt. OF ATTIC AREAJ300 • 05 ea PT. NOTE: UPPER ROLE VENTING FRONDED BY OF VENTILATION IiEQJIRED (36 SQ. INCHES) COR-A-VENT ROOF-2-WALL VENT UPPER VEINS • 58 6q. h (83 82. N PER LINEAL FT) UPPER VENTS • 30 Sq. h (CONT. ROCF-2-WALL VENT) 85 6Q N X 2 LFTRUSS BAY). 11 SQ. N. PER MUSS BAY 58 SQ IN RiEQIIRED/ 11 SQ. N• 4 BAYS LOVER YENTS • 58 51. h 9 EAVE YEWS x I2' PER BLOCK • 60 8q. In. LOWER ROOF - PORCH/GARAGE: (AREA 4) 241 SQ FE. OF ATTIC AREAI300 • 082 BQ. F1. NOTE: UPPER Fria vENTRY.s PROVIDED BY OF VENTILATION REQUIRED (119 SQ. INCHES) COR-A-VENT ROOF-2-WALL VENT UPPER VENTS • 30 Sq. h (CONT. ROOF-2-WALL VENT) (85 SQ 114. PER LINEAL FT) 83 SQ. IN X 2 LF(TRJS8 BATE IT SQ iL PER IlEJSB BAY 60 SQ. N. REQUIRED/ Ti 8Q. 4. 4 BAYS LOVER vHLTB • 60 Sq. h 9 EAVE VENTS x 12' PER BLOCK • 60 Sq. k ROOF - 4 CAR GARAGE: (AREA 1) 480 SQ. FT. OF ATTIC AREA/300 • lb S0. F1. OF VENTILATION RQJJRED (232 6Q INCHES) UPPER VENTS • 116 Sq. h (3 AF50 vette) LOWER VENTS • IT6 Sq. In. 10 EAVE VENTS x t2' FER BLOCK • 120 Eq. h 3 AF50 VENT x 50' PER VENT • 50 Sq. h 5'-b' (2 FFAVF VENTS) NbTE:UPPER R4OCF VENTIYa PROVIDED BY COI -A -VENT ROOF-2-IU#LL VENT (85 50. I1 PER LINEAL FT) 21'-0' (4 EAVE vENTS) (AREA 1) 40'-0'(20 EAVE VENTS) tg Isr, (AREA 1) 20'-0' (5 EAVE VENTS) ELEVATION 'A' COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT NROOF DECK ATOR NEAR THE TOP.) I0'-0' (5 EAVE VEINS) 1i (AREA 1) 10'40' (5 EAVE VENTS) 4 CAR WI -TOLE MOUSE VENTILATION USING EXHAUST FANS IEATING EQUIPMENT ALL WARM -AIR RJR4ACES SHALL SE LISTED AND LASEL£D BY AN APPROVED AGENCY AND INSTALLED TO LISTED 8FECIFICATICNB. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED 10 BE USED AS A BEDROOM, BATHROOM, CLOSET OR M ANY ENCLOSED SPACE WITH AO-Fe6 ONLY THw'x 1E1.4 SUCH ROCT'1 OR SPACE. EXC-tYi DIRECT vENT FURNACE, ENCLOSED FURNACES AN ELECTRIC NEATINLG RAMAGEB. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES 81-MLL NOT EE INSTALLED IN A PIT. EASEMENT OR SIMILAR LOCATION UA-IENE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED N AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LO(-ATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF INEURNED GAB. HEATING AND COOLING EQUIPMENT LOCATED N A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLA1-MABLE VAPORS SHALL BE NSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IB' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN E.4044 DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE FROGWY'R'1ASLE THERMOSTAT FOR THE REGULATION OF IKrn-tr'c41t E U.SEC SEC. 40311 EIEMLECIEE GROUP R OCCUPANCIES 644ALL BE PROVIDED WITH VENTILATION SYSTEMS WHICI-I COMPLY WITH TI-E SECTION M1501 OF THE 2012 AMENDMENTS. IRO AND WASHMGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION 16 REQUIRED N THE FOLLOWING LOCATIONS AND A5 OTHERWISE SPECIFIED: A BATHROOMS: 50 Erin a LAL14DR ES: 50 GCE C. WATER CLOSETS: 50 cnn D. KITCHENS: 100 atn EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAB VENT OR TYPE Th W GAB VENT SHALL BE INSTALLED N ACCORDANCE WITH THE TE-R'18 CF IT6 LISTING, MFR'8 INSTALLATION NSTR. CTICNS AND APPLICABLE CODE IGEQJIRE ENNTB. A TYPE L VENTINA SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST PONT WHERE TEE vENT PASSES TH4ROIJG44 THE ROOF OF THE euIL nk* ANA AT LEAST 2' HICEER THAN ANY PORTION OF THE 3UILONG WITHIN 10' OF THE VENT. UTILITY ROOM N4OTE6/MAKE LIP AIR L WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT 61441LL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. NSTALLATIONB EEMAUSTNG MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR ULERE A CLOSET 18 DESIGNED FOR TI-E INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 6Q, INCHES FOR MAKE IF AIR SHALL BE PROVIDED N THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. C r.. • 100 SQ INCH TR4148FER GRILL PER IRO C32439A (614b) WHOLE HOUSE VENTILATION USING EXHAUST FANS. SEC. M151, i AS AMENDED BY WA • INTEGRATED WHOLE 140J6E VENTILATION SYSTEMS S4AI I COMPLY WITH 2015 WSEC TABLE 4062. 1416013 UNCLE -HOUSE MECHANICAL VENTILATION SYSTEM W40LE-1-101.03E MECHANICAL VENTILATION SYSTEMS SHALL I'SE DESIGNEE N ACCORDANCE WITH SECTIONS M15013J THROUGH MI50133. M6013J SYSTEM DESIGN EACH DUELLING UNIT OR GLESTR: OM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION MS013.4, MB0T35, M5013b OR M1130136.1. COMPLIANCE 18 ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR AS-IRAE STANDARD 622. 1160132 CONTROL AND OPERATION L LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT_ 2 INSTRUCTIONS. OPERATING INSTRUCTION° FOR W-IDLE-HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE NSTALLER OF THE SYSTEM S. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHMIDISTATB, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOJEWHOLE•H4OJ6E VENTILATION SYSTEMS. CO4TIMJOUB WHOLE -HOUSE VENTILATION SYSTEMS 61-1211 1 OPERATE CONTINUOUSLY AND BE EQJIFFED WITH AN OVERRIDE CONTROL A 'FAN ON' SWITCH SHALL BE PERMITTED AS A N OVERRIPE CONTROL CONTROLS SHALL BE CAPABLE CT OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTIER ENERG-CONSIt11NG APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE 140UeE VENTILATION (SEE OPERATING INSTRJCTIONBE 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT UJHOLE-HOUSE VENTILATION SYSTEMS SHALL COMPLY WITHI THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY 64-HALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ETERGIZINA OTHER ENERGY-00461.11INIG APPLIANCES. 53. 53 THE SYSTEM SHALL BE DESIGNED 80 THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5A THE INTERMITTENT MECHANICAL. VENTILATION SYSTEM SHALL OPERATED AT LEAST ONE HOUR OUT OF EVERY FOUR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL- AND AUTOMATIC CONTROL, SUCH A5 A 24-I4OJR CLOCK TIER 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL BEALL SE SET TO OPERATE THE WHOLE -Hui IRK FAN ACCORDING TO THE SCEEDIJLE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5B A LABEL AUAI I BE AFFIXED TO THE CONTROL THAT READS 'ILHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M60132J OPERATING NSTRLCTICNS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING NSTRJCTIONB, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M60133 MECHANICAL VENTILATION RATE 7FE WHOLE -HOUSE MECHANICAL VENTILATION SYSTiEM SHALL PROVIDE OUTDOOR AIR TO FACE DUELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE M60133(1). EXCEPTION: TEE W1-10LE-I4OU5E MECHANICAL. VENTILATION SYSTEM I8 PERMITTED TO OPERATE INTERMITTENTLY WERE THE SYSTEM HAS CONTROLS THAT ENAO F OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4440UR SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE M15013.3(1) IS MULTIPLIED BY THE FACTOR DETERMINED N ACCORDANCE WITH TABLE M150133(2). M601,3A U440LE-14OUSE VENTILATION USING E 4-lALIST FANS T14I6 SECTION EBTASLISHES MNIMI'1 PRE6CRIPTIVE REQUIREMENTS FOR W-TOLE-HOUSE VENTILATION SYSTi]MS USING EXHAUST FATES. A SYSTEM W4104 MEETS ALL THE RREQJIREhENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A ULOLE-HOUSE VENTILATION SYSTEM. 11150T3AJ WI-IOLE-LOUSE VENTILATION FAME. EXHAUST FANS PROVIDING WHOLE-10118E VENTILATION SHALL HAVE A ROW RATING AT 125 INCHES WATER r aitx•F AS SPECIFIED N TABLE M1130133(1). MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED ACCORDING TO HVI 516 OR AMCA 210. M1501342 FAN NOISE WHOLE -HOUSE FANS LOCATED 4 FT OR LESS FROM THE INTERIOR GRILLE &HALL HAVE A SON!£ RATING OF LID OR LESS MEASURED AT 0.1 INCHES WATER GAUGE. MANFACTURER'B NOISE RATINGS SHALL BE DETERMINED A8 PER HET 915 (NIAIOH 2009). REMOTELY MOWED FANS BFEALL EE ACOUSTICALLY ISOLATED FROM THE STRUCTURAL ELEMENTS OF THE BUILDING AND FROM ATTACHED DUCT UbRC USING INSULATED FLEXIBLE DUCT OR OTHER APPROVED MATERIAL MI5013.43 FAN CONTROL& THE WHOLE -HOUSE VENTILATION FAN SHALL MEET THE REQUIREMENTS OF SECTION 1-1150132 AND MI5C1321 SEC. MI50'1 M1501344 VE1111 ATION OPFNINR.A EACH HABITABLE SPACE SHALL BE PROVIDED WITH OUTDOOR AIR INLETS OR OPERABLE WINDOWS WITH AN OPERABLE AREA NOT LESS THAN 4 80. INCHES OF NEE FREE AREA OF OPENING FOR EACH 10 CRT OF OUTDOOR AIR REQUIRED BY TABLE MI50133(1). tU-ERE OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUBt POINTS SY DOORS, PROv1810N8 SHALL BE MADE TO ENSURE AIR FLOW BY INSTALLATION OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, INSTALLATION OF GRILLES, TRANSO'18, OR SIMILAR MEANS. DOORS A441 1 SE IktosE UT TO A MINIMUM OF 1' ABOVE THE SURFACE OF THE F NI6H FLOOR COVERING. INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL: L HAVE CONTROLLABLE AND SECURE OPENINGS•, 2. BE SLEEVED OR OTHERWISE DESIGNED SO A8 NOT TO OCEIF ROMIBED THE THERMAL PROFERTIES OF THE WALL OR WINDOW IN U11-4104 THEY ARE PLACED; 3. ANY INLET OR COMBINATION OF INLETS WHICH PROVIDE 10 CFM AT 10 PASCALS ARE DEEMED EQUIVALENT TO 4 SQUARE INCHES NET FREE AREA. VENTILATION OPENING SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL OPENINGS SHALL BE CONTROLLABLE, SECURABLE AND SHALL BE DESIGNED TO NOT COMPROMISE THE THERMAL PROPERTIES OF THE BUILDING ENVELOPE. VENTILATION OPENINGS SHALL BE LOCATED SO AS NOT TO TAKE MR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET 15 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR 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. 7. ASPHALT ROOFS UNLESS IT IS SHOWN THAT NO OTHER LOCATIONS IS PERMISSIBLE. IN SUCH CASES THE INLET OPENING SHALL BE LOCATED A MINIMUM OF 2 FEET FROM THE NEAREST SURFACE OF THE ASPHALT ROOFING, MEASURED FROM THE INTAKE OPENING. ZQS ENERGY CODE COMPLIANCE AND OPTIONS 2015 LUBEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5E • 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOW1t' MODIFICATIONS: - VERTICAL FENESTRATION U•028 - FLOOR R-38 - SLAB ON GRADE R-I0 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR - COMPLIANCE BASED ON SECTION R402.IA: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (10 CREDIT) - CsAB, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM ARJE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BENG SELEL.ItL AND SHALL SPECIFY THE I-IEATM EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SH4OILERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE 1-401J5E SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 10 GPM OR LESS. TO QUALIFY TO CLAiM THIS CREDIT, THE !BUILDING PERMIT DRAWINGS SHALL SPECIFY TH4E OPTION BEtNNG SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHO.LERHEADS, KITCHEN SiNK FAUCETS, AND OTHER LAVATORY FAUCETS. 5G - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 4CIU1 BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT Pill= WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING TIE STANDARDS OF NEED'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THiS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEiNG SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. t3WO3ST9 TABLE Melt 33(U CONTNJOUS i OLE HOUSE MECHANICAL L i V:•Es:=.II-. DWELLING NUMBER OF BEDROOMS UNIT FLOOR AREA(SFJ 0-1 2-3 4-5 6-1 >1 AIRFLOW N all <1,500 30 45 60 15 90 1,501-3000 45 60 15 90 105 3001-4,500 60 15 90 105 120 4,501- 6 000 15 90 105 120 135 6,000-is00 90 105 120 135 150 >1,500 105 120 135 150 165 TABLE MIiSCIS (2) INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS. RUIN -TIME % N EAt44 4-14OUR SEGMENT FACTOR 25% 4 33% 3 50% 2 66% 15 15% 13 100% 1.0 REVIEWED FOR CODE COMPLIANCE APPROVED 019 City of Tukwila BUILDING DIVISION ii::CF11i i :' CITY OF TUKVN:LA NOV 07 2010 PERMIT CENTER • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. a Purchaser should have piens reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978-4R Date: 8-23-18 N-2 I` ICIEST ELEVATION I/4"= I'-O" NMATHER RESISTANT 58ARRILR OVER THING, OR SUBSTRATE FINISH SIDING 65M TRIM FLASHING, WITH 3" MIN. VERTICAL LEG, HORIZONTAL WOOD TRIM HORIZ. TRIM AT SHEATHING/WOOD STUDS N.T.S. 12 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TIT'. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO WA Q nA vet W\\\fig\\Q1� \Q tar- - yR i Q,- ats QQQ1 Nst \Q�t� NORTH ELEVATION I/4"= I'-O" 5/4x8 SKIRT BAND W/ 2' CAP 12 STONE TRIM 1.40 SALE 5/4 x 6 BARGE BOARD 5/4X8 RAKE TRIM 5/4x4 CORNER i• LAP 611211411 COMPOSITION ROOFING 12 LEVATION 1/4' =1'-O" ROOF DRIP EDGES PER SEC. R3052.85 PROVIDE DRIP EDGE AT EAVES 1 GABLES W/ A MIN. 2' OVERLAP. --OPTIONAL STChe VENEER MASONRY VENEER - GENERAL NOTES PER SEC. R103J2 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.13 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 123 OF TINS 402/ACI 530/ASCE 5.ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF TINS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. - CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1'2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.01S-NCH OR 26-GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31,2 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 NCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. - WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMELY WITH THE REQUIREMENTS OF SECTION R103b3. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION R103.122. TYP PER SIDE IF SITE REQUIRES ars sio 0 1 1 1 1 1 1 12 12 1 1 LI I 1 11 II' CEDAR SHAKE W/ 2/3 CAP SP L e ❑�LJ 5/4x10 BAND w/FLASHING 6' LAP 81DIN0 5/4x6 FASCIA W/ 1SiC UTTER REVIEVW'ED FOR CODE COMPLIANCE APPROVED &RADE TO sLore AWAY FROM FOUNDATION A MIN. OF 6' WITHIN Tlt FIRST 10' EAST ELEVATION 1/4"=1 I-O" APR 19 2019 City of Tukwila BUILDING ZroNE VENEER (ADHERED) bIB-o3s9 HOUSE NUMBERS TO BE VISIBLE 1 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET AD DRE65 Tt.U1 R� SHALL BE MIN. 4' HIGH / A MN STROKE WIDTH OF 1/1' PER SEC, R315.I CI TY 01 IrtEC`y!_VE-D CIT �y VKW:LA NUV 0720111 z 0 ca A z 1-4 Elevation 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify comppllance with all local applicable bulldln� codes where the homau to be constructed. 3. purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli- ancee na specific site con- 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: 2978 Date: 8-23-18 PERMIT CENTER 40'-0' 6'-9' 4'-0' I4'-0' 15'-3' 3'-41 3'-5' X X m 4/0x4/0 XO SG. -� c SOAKING TUB 50 EF. CLOSET I '4' MASTER BATH 8' CLG. O ®• 7 WALK N 2j\ / 1 CLOSET R48 II'-3' 7 BEDROOI 8' CLG. 11'-5' T-3' 6'-9' IO SD. 2 6/0x4/0 XO (EGRESS) MASTER BEDROOM VAULTED CLG. OPTCOFFERED CLG. 2'-11' R45 re-- cWALK IN LaedeT PLAYROOM / OPT. BEDROOM 5 CLG. CARED OPTIONAL (EGRE5eA 4V /d lM Iln 6/0x4/6 XOX T-0 TYPICAL ARCHES UN.O. (UNLESS NOTED OTHERWISE) TOA - TOP OF ARCH LEG • LEG HEIGHT A.F.F. 8' (96') TO CENTER LINE OR TOP OF ARCH (TOA) 86' HIGH LEGS - L•LEG HEIGHT 86'(U14OJ 3'-0' • II'-012. PAIR 3'- • M 110V ti sa. e4 6'-0' 4/0X3/0 6/0x4Y0 XO (EGRESS) BEDROOM 4 8' CLG. 3'-6' 11'-9' 110v S.D. 42' WALL W/ CAP OR OPT. RAIL'G PER IRC LINEN 5/0x4/0 )CO r 1 3' S'-01 6'-0' 40-0' 6'-0' R FLOOR FLAN 1/4"=1'-O" USING EXHAUST FANS: PROVIDE WI -IF 4 FRESH AIR INTAKE PER SHEET N-2. REFER TO SHEET N-2 TABLE 15013311) 4 150133(2) FOR FAN SIZING AND RJN TIMES RJRJACE TO HAVE A DUCT FOR OUTSIDE AIR MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. INTERIOR STAIRWAY 1LLLtt4ATION PER SEC F903.1 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRMARY POWER FROM THE BUILD fl'i WIRTh . THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL. SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS, EXCEPTION: A SWITCH 18 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL of LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLIMINATION PER SEC R303E IRO EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHAi I RECEIVE PRJIMARY POWER FROT1 THE BUILDING WIRING. EXTERIOR BTAIRUJAYB PROVIDING ACCESS TO A BASEPENIT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 12'-0' '_0. 6'-0' BP ,'. e4' I6 R R48 3'- 2'-8' / t0 Frtiuki 2 81hlCS R46 , WALK IN CLOSET 2/0x2/0 FX 2 ■ 2'-1' 21-414' 3'-04. 8'-01 GENERAL NOTES: • 1. ALL WORK TO BE N CONFORMANCE WITH 2015 IRO. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOUTER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. b. SHOUEI^sHEADB 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN la' CF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: N EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA N THE IMMEDIATE vICINITT OF THE BEDR701MS. ON EACH ADDITIONAL STORY OF THE DUELLING, NCLUDNG BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTANS A BATHTUB OR SHOVER ALARMS TO BE INTERCONNECTED IN °Ur. 4 A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS N THE NDIvIDUAL UNIT. =SMOKE ALARM -CARBON MONOXIDE COMBO. t N r n ♦ 40,-0' 1t-0' 9,-2' 9'- • MIN.EI 6/04/0 SFiO SG 8/010 XOX - - - -_ - Asa f. _ I /\ SINK DAII Ne • OPTIONAL BUILT IN to KITCHEN 9' c I -4' 9' CLG. le "Ai 9 `� METAL FIREPLACE ( RANGE I I / GREAT ROOM INSTALL PER MFR .' / ( - O 100 MN V.TA.S I I r LL z e' CLG. SPECS. PROVIDE 6' U 5Q IN OUTSIDE AIR rr> I 9 EATING 3 6'-01' WINTER -01' Z''Z' fi ' 31-8' 2'-' 4'"Sk 121-6' i 8 PA 1 Irca DESK �. kzg n ® 11 °1 in ?'r 41'GAPL ? 2X6 Th ARCH W/ v w EP �s�iiie 'v- �!T' 1biWr� r ® in ! es 3'' � '.a ■ 3' � � a \ �� ■■■�1 f- PINING Roots • ?: 7 >< 1 9' CLG. • NICHE 0 \ e ®GRALL��, l m ; in I CFM. WJHF. • k *• E - STAIR ' _$! ` V I CONT. OPERATING L •• CT °N \\ I MAX IJ - t" _; 11•11= sea 1 1 9 ��� -IYTO_e. a., "y it -.I� - ..= in o ‘( 0\ I BELF�G110CORE $ \ .W\\:.•� .C' 1 9 811 r n \ / \ 141 \. in WOODETEEL DOOR OR WALL \ \ TED '�; •y . ��\ \ \ I 20 MIN. RATED RINNAI \ I NAT. GAS `\ �I A IL di' ; fr I IIQy \ • • \ g - Y- 6, HOT WATE (ENERGY _ _ I SYSTEM 'MIN. 36'X36' ACTOR 0.96) LANDING W1/ OPT. DOOR ;O \�\� ;=. s, T'-10}' SD. \ &'-I ' I J 6'"`!4' of I 2'-2�' li'-0�' 6'-3�' vE� 1 PEN 1 I. v ; ' NI • 0 �j OPT. BEDROOM 6 I 9' CLG. I v GARAGE �. trara (EGRESS)X' I = a MS - ilil 74 i USE 1/2' TYPE 'X' GWB ON ALL WARM AND v STRUCTURAL WALLS. (I) LAYER 5/8' TYPE Cl ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS N V2' TYPE 'X' GWe 10 ' 6/0x/0 OX NO DUCT OPENINGS IN GARAGE. L LINE �O PO H ® rUcTS THROUGH CLG OR (WALL COMMON TO HOUSE, r ABOVE TH CK CONC. SLAB ' d N 26 GAGE STEEL. 1 h SL• TO DRAM J ' v a ♦III■ - -1 8� }6 A «,.i\q yM1 T�'. jCM' q� ,`fir © �` •• `fir L- 4 ' LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1S INCHES FROM TOP OF THRESHOLD. (R3113.1) T,-0' l'-0. 3'-8' 2'-4' 10'-04 OJH. DOOR I0'-0' 14,-0' 6'-0 20'-0' BLUE R18E ALL* TpRACER WMETAL WATER SERVICE PIPING PER UPC 604.9. 40'-0' 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC R315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY CV THE BEDROOMS. PER 2015 ;RC 4 WA. STATE AMENDMENTS SEC R3I5. 11. NSULATE ALL WATER PIPES TO MNINi M R-3 PER WBEC R40353. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED 70 A MINIMUM OF R-B PER U.EC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R30352_ 14. GAS PIPING IS 70 BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES M FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 NCI-4ES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE PRATING MEMBER U-ERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH 16 A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 NNCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAIU- ACCESS HATCHES OR DOORS SHALL SE WEATHERSTRIPFED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SU1RFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC M1502.45.1 THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10b68mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED N ACCORDANCE WITH THE TABLE M1502.45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18 CAVITIES WITHN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER NCH MINIMUM PER 2015 WBEG TABLE R402.4.1.1. gg9 b i $-635$ MAIN FLOOR PLAN I/4"= I'-O" MAIN FLOOR 156'7 50. FT. UPPER FLOOR 1602 50. FT. TOTAL 2G69 50. FT. GARAGE 438 50. FT. FRONT PORCH 115 5Q. FT. UTILITY RQQ I NOTES/MAKE UP AIR; PER IRO G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHN THE BUILDING CONSTRUCTION AND THE EXHAUST DUCT EQUIVALENT LENGTH EXCEEDS 35 FT., THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL 8E LOCATED WITHN 6 FT OF THE EXHAUST DC CONNECTION PER G2439.T5. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL SE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE NSTALLATION OF A CLOTHES DhCTEX, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS PER G24395. E -.. 7, • 100 SQ NCH TRANSFER GRILL REVIEWED FOR CODE COMPLIANCE APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION r, LtEIVED CITY OF YLiic tL.A NUV 97 2018 PERMIT CENTER Elevation 1. Contractor or builder must verity as dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed 3. Purchaser should have plena reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978 Date: 8-23-I8 2 • (A N FOUNDATION AT PAT O NTS FDN VENT 2 1- 2 -0' -0' 4'-1' 2'-11 40,-0. 5'- GRAWL6PACq 6 MIL vISQUEEN VAPOR 15eaRR1=R T-IfOUGHOUT CRA-LSPACE LAP SPLICES 12'. (BLACK) 3,_3' 5'- 2'- t1 '4 BARS • 18' 0.C. MIN. 2' AIR SPACE 4' CONC. SLAB PREvEhtT TO CONC. CONTACT W/ CON OR APPROVED Mtr is STUB '4 BARS INTO CONC. SLAB • 18' O.C. 4x6 POST W/ 24'SQ. x12'W/ '4 BARS E.W. 14-0' a 48. 2 4' CONC SLAB W/ '4 REBAR • 18' OIC. E.I.U. OVER COMPACTBANI5 AND GRAvE.L BASE THICKENED SLAB 6'-0' 1' 4'- 40-0' 4'-0► •4' Va 9'-1* 3'- 1, 14" —YW2 LAYERS 34' 'Sit PLOOD 4' CONC. SLAB W/'4 REBAR • IS' 0.C. Etu. OVER COMPACT SAND __ AND GRAVEL BASE c, SLOPE 3' TO DOORS 10'-0. 16'-3' RO. FOR I6/0 DOOR FOUNDATION PLAN 41 e I 1-0u FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 20'-0' vet • 0 15 11 kV,-0' 2.0 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 '/2" 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.) b19t0359 FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD M CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL '2 ON 4x4 F'08T8 (4x6 AT SPLICES) ON 24' DIA. x 8' CCNC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGANST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY At EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. cRALLL ACCESS HATCHES OR DOORS SHALL 13E WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROWpNG SURFACES. a PROVIDE CRAWL SPACE VENTILATION PER RC SECTION R408. FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT 18 BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. - S. IYTERIOR GRADE CF CRAWL SPACE SHALL BE SLOPED TO DRAM AND INSURE THE REMOVAL CF WATER IO.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. II. 1 INDICATES 'eltlr'caN' HOLDDOUN. 12. - SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPAC . (54-4T 810). ELV,c i FOR CODE COMPLIANCE APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION 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 comer of the building nearest the property line and not necessarily measured from the exterior foundation. VENTILATION USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR SOL TS CRALLL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1361/150 mall 5Q. FT. PROVIDE SCREENED VENTS FOR VENTILATION EISFPP CITY OF TUI A:-• - NUV 07 2018 PERMIT CENTER Elevation 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verity compliance with all local wa plicable bulfdln� codes ere the borne a to he constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978 Date: 8-23-18 3 14 VENTS REQ'D MPS CMS -� 2.0 3-2X6 eo P• \EEEWNasE �Si- . X ATTIC / \1 ACCESS L-� ACCESS PER.1 8 .1 PRC VIDE ATTG ' 2'X3$6� FOR a !` E 4)112 Il•t-- -•III s dl -- O tr • 1 MECHANICAL PLAT--OR1 BUILT INTO MFG. TRESSES SEE TRUSS SPECS FOR D;.TAIL 4 1+ a 4x6 VERFRMCw 24' O.C. I L J t GIRTjpLER 2x6 Ob1ERPR'IQ • 24' OC. JL Pres. TRl.88ES 612 3-A • 24 O.C. - - 0 MFG. MEAL HANGERS SIMPSON 4T520 GIRD TRAP: TO TOP PLA (3EE DETAIL 4/520. 4x10 - a - a4 W 0 I0 V' • CV GrROPR PARTIAL SCISSOR TRUs8E6 • 24' OC. �2 V ROOF FRAMING FLAN I/4"= I'-O" ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN Ur ER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPEENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENNGS SHALL HAVE A LEAST DIMENSIONS OF I/16' INCH MINIMUM AND 1/4' NCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND I/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION RB02.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. R906.2 - TI4E MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF TI4E VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-NC44 SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT TI-IE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS ROOF OVERFRAME NOTES: IRO SEC R9023 L RAFTERS SHALL BE FRAMED TO 2X RIDGE e0ARcD PER PLAN RIDGE BOARD 8144LL NOT eE LESS IN DEPTH{ THLAN THE OJT END or THE RAFTER AT ALL VALLEYS AND MPS THERE 54441 BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (RILL COvER4GE AT RIDGE, HIPS AND VALLEYS) 0 1: ROOF FRAMING NOTES: 4X12 L z J IC SINAI 2.0 1. ALL HEADERS TO BE 4x8 DF 32, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED 111/R-I0 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURED STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE NSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT CF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRO SEC. RE01.1. •ACCESS HATCHES OR DOORS SHALL BE IJ.EATI-ERSTRIrrCD AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRO SEC. R806. ALL FRAMING TO COMPLY WITH IRO SEC R802. 6. REFER TO SHEAR WALL SCHEDULE. ASO -I kn. USING ExNAUSt PANS: PROVIDE WHF 4 FRESH AIR INTAKE PER SHEET N-2. •REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. RAISED BM. BELOW 0 '4 .ate- ,!:.::, NL 2.0 0 • tr 3-2X6 UNDER GIRDER ABOVE APPLIANCES IN ATTIC NOTES: PER 20t5 IRO M1305,13 �APINCs ILALL NAB 3ki'XClap 14T620-01'1 0 TOP PLATE !H! SIM. I. ATTICS CONTANING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLNE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 NCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE TI4E APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. UA4ERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMNAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY Or'ENNG AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION N ACCORDANCE WITH CHAPTER 3a. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-4e INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/4') 4 I -LAYER R-11 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC 5_ PROVIDE GALVANIZED MT. DRAN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM PJR4ACE TO EXTERIOR FOR DRANACF_ 20 LSTA30-HDR 4 SILL �TO 3X BLOCKING 3/S1D 314' X 12' GUS w 0 AR'NG WALL Y BEARING WAL13 CEAIQIM3 WALL r7; 7: _. Let4le BM MFG METAL HANCrtF:'i J _ J L J =J••yy'CDB",,I c TO TOP PL ATE L --- L SO ID 8 �_�L JL JIL li UPPER FLOOR FRAMING PLAN 1/4"=1'-0" CONT. DBL. TOP PLATE R-10 RI6IP INSULATION • CXTE9tIOR size or WALL / (SHADED ARGJ 4X HEADER KING STUD eXTGRIOR P.YNIOOP TIRIMML a HEADER/INSULATION flETA I L NTS NOTE - FASTENED FOR TREATED WOOD TO BE HOT -DIPPED Cs4LYANIZED, STAINLESS STEEL, SILICONE, BRONZE OR comet. SWs NO - BEARING OR EXTERIOR WALL NOTCH 25%, BORt?6 40%. 60% BORING rF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. NON-BEARNG MAXIM -PI NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. REVIE't.=D FOR CODE COMPLIANCE APPROVED APR 192019 City of Tukwila BUILDING DIVISION FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS • 24' O.G. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE_ 2. ALL HEADERS TO BE 4x8 DF •2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID NSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ,ANOTHER APPROVED METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. RECE IVET CITY OF TUKW:LA NOV 47 2010 PERMIT CENTER Elevation 1. Contractor or builder must verity all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many muntctpellties. The purchaser verify acompliance iall Local whereble bra.uilding codee where the home is to be coustructed. 3. Purchaser should have plans reviewed by a lie - aimed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer. archi- tect, or structural engineer. Plan No: 2978 Date: 8-23-18 4 W/ IN 36' AF50 ROOF VENTS (50 50. FN. NET FE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 74.' LP. FLAMEBLOGKSFIRE-RATE0 OSB SHEATHING vAPOR BARRIER FASTENED OVER THE SHEATHING USING SIJFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP 2x6 e2 Dif STUDS • 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) Ibd FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS NSTALLED HORIZ AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS HORIZ. AS CROSS -BRACING POSITIONED AT MID-1+EIGHT OF THE WALL. 116' TYPE 'X' GUE APPLIED VERTICALLY AND NAILED / TO STUDS WAIN- 11s' DRYWALL NAILS SPACED 8' 0C. JOINT COMPOUND TO SE APPLIED TO EXTERIOR FACE OF GLOB IN (2) COATS TO EXPOSED FASTENER HEADS AND GWB JONTS W/ A MIN. 2' WIDE TAPE EMBEDDED IN THE FIRST LAYER INTERIOR 16' O.C. ��� 51' THICK NOMINAL 2.5 PCF DENSITY UNPAGED MINERAL FIBER BATT NSULATION FRICTION FIT BETWEEN THE WOOD STUDS %' TYPE 'X GWB APPLIED VERTICALLY AND NAILED TO STUDS W/MN. 115' DRYWALL NAILS SPACED 8' QC. JOINT COMPOUND TO BE APPLIED TO EXTERIOR FACE CF GWE N (2) COATS TO EXPOSED FASTENER HEADS AND GUS JOINTS W/ A MIh1 2' WIDE TAPE EMBEDDED N THE FIRST LAYER. EXTERIOR DESIGN: INTERTEK LPBAUA 60-01 2x6 •2 DF STUDS • 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS 1-10R11 AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. MN. ) ' LPSFLAMEBLOCKs W/ PYROTITE SURFACE FACING OUT EXTERIOR WALL COVERING: I. FIBER CEMENT BOARD 2. TI-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING NO SCALE • \\el MIN. 6x6 PT POST 7(6' LPs FLAMEBLOCKC FIRE -RATED OS8 SHEATHING OR 461 TYPE 'X' GALE SHEATHING SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE W/ IN 3 1' AF50 ROOF VENTS (50 ea IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN N6' SHEATHING EXTERIOR WALL COVERING PER PLAN NO SCALE STAIR NOTES: PER ARC RiIL1 • STRINGERS TO BE FIE CLOCKED AT BOTH TOP AND 9O1TO•L • ALL USABLE SPACE LNDER STAIRS TO 9E 1 HCVR CONSIRJCTION • MAfl'W1 RISE TO BE 1-3/4'. • MNtAJ1 ION TO BE IC. • MIAMII IEAD WEIGHT 10 BE ▪ MNlUt1 STAIR IIIDTH TO GE 36'. • PROVIDE CONTNIOUS I14O PAL 34' TO 36' OFF TREAD NOSIIO AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDSGS MNMII 36' IIi s-1 UV rl cm SPACE • 1444DGWP PORTIQ4 CF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' N CROBB SECTIONAL on • SANDING TREADS PER ARC RiIL152J • SPIRAL STAIRS PROVIDE MN 1 V2' Rlli • A POOR D' FRo1 U44:T4E TREAD IS NAMDIIEST PER IRC RIILT*0.1 CONY. HANDRAIL 34'-36' ABOVE TREAD NOSING. PICKETS PER IRC CN OPEN SIDE I' PT RISERS/ / P.T. 2X12 TREADS ro 6IRl H STUD MOTO-104G - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCI-1 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 NCH TO FACE OF STUD. EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRO 302 4 TABLE R302.I COMPOSITION ROOF W/ 30' INTERWOVEN FELT ON I/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R905285 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 21'6' HOLES EACH - PROVIDE APPROVE NSULATION BAFFLE TO ENSURE 1' MN. AIR SPACE. TYPICAL EXTERIOR WALL:" (2)2x6 TOP PLATES 2x6 STUDS • 16' OC. 2x6 BOTTOM PLATE I/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. 8D HOUR RE -RESISTIVE ri'ETA1LS R.00R JOISTS PER FRIG PLAN KITCHEN 12 (2)2x4 TOP le 2x4 STUD • 24' OG. I/1 GLUE EA SIDE 2x4 SOT. R 12 BEDROOM 2 DINING ROOM FLOOR CONSTRUCTION: 3/4' TAG PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) SUILnING SECTION 3/8"=1'-O" EAVES WITHN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 N FAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN U}TtR PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING PLAYROOM R-38 HIGH DENSITY INSULATION • FLOOR w `' N M w MFG. TRUSSES •24' O.C. •4 STUB REBAR 4'4MEfE SHALL NOT rote TH1101314 4 DECK HANDRAIL TO 9E PRESENT 04 ON AT LEAST ONE SIDE OF STAIR 41MOORIP PORI1o4 OF 14P42111t4L S NAVE CIRCULAR aces SECTION CFI ' MN 4 2' MAX. EDGES WALL I44VE A 101 RADIUS OF IV. ALL REQUIRED GUARDRAILS TO BE 36' MN. N IEIG1-tt 014811456 FOR REQJ1t GUARDS CH THE SIDES OF STAIR TREADS NALL NOT ALLOW A SPHERE 4 toe lea TO PARS mast st +. F111-14 MNc 6' ePiElt UNABLE TO PASS fl41C31014 OPBI/G BELOW STAIR MCTALL h' GOB • CEILING, AND WALLS (3) 2X12 STRINGER* FIE N-000G • 11113-rPAI4 Aw N 61113 U1411A ALOG AM N LIE IIS161RUY816 F AREA LIVER 7Jc4 ill6tlT lYL+OC STAND b 11FI4SED INTERIOR JOISTS PER PLAN DeL JEST NIJ212 AT EA. STRINGER 3-2X17 P.T. STD 17 EXTERIOR t4. 96 A14dtiE 6l4°PORT No SCALE ` TYPICAL STAIR DETAIL AND NOTES MONO TRUSSES • 24' O.C. TIGHTLINE EOIJJDATION DRAIN: 4' DIA PEIRF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R30211 ' R302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT NTERVALS NOT EXCEEDING 10-0' 2. AT ALL NTERGCNNCECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. N CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R3021. 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES, AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS O' COMBUSTION. 241 tlJ RcVIEV,cD FOR CODE CGaLIANCE APPROVED APR 19 2019 City of Tukwila BUILDING DIVISION RECcn,'Ene1 CITY CiFYUK 4AIL.A NuV 012018 PERMIT CENTER Z 0 C/] 0 04 dtt I-� •• Elevation 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with ell local eppioable buliding codes where the home is to be constructed. a Purchaser should have plans reviewed by a lic- ensed builder and struct- ured engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than e qualified designer. archi- tect, or structural engineer. Plan No: 2978 Date 8-23-18 5 0O 4 03. r NI lO • SD. 4 i4_� 1 / II / • IO• SD. \ lO 1 SD. t L.4 1 / / / / II0V // / SD. 1 -r - l / SD. 1 TO Detail OPT IiJ OCR' ELECTRICAL PLAN 1/4"= I'-O" ANTERIOR STAIRWAY ILLUMINATION PER 8£CiR303.1 RC INTERIOR STAIRWAYS SHALL I9E PROVIDED WITH AN ARTIFICIAL LIGIJT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS_ STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUER PROM THE WILDING WRRACi. THE LIGHT SOURCE SHALL OE CAPABLE CF ILLI MNATNG TREADS AND LANDINGS TO LEVELS. NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE MERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH 18 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R903H ITC EXTERIOR STAIRWAYS SHALL ISE PRDvIDEP WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMNATION SHALL RECEIVE PRIMARY POUER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. / 0 1 / / 7 MAIN FLOOR ELECTRICAL FLAN I/4"= ILO" / WP —J ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO �TTER1�T - C-APIs F T.Y. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOBS BIBB EXT. FAN VTOS TI-ERMOSTAT u At- u 72 • uc T 4 Rana d... i FOR CODE CC :�r'LIANCE APPROVED PPP, 192019 City of Tukwila BUILDING DIVISION btSeO3s f?EC' !VE71 CITY C.iF TUKWILA HUV 07 2018 PERMIT CENTER 1< Elevation 1. contractor or builder must verify all dimensions before proceeding with constriction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verily cons ace with all local app able building codes where the home is to be constructed & Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engine Plan No: 2978 Date. 8-23-18 6 I O • ••24 0.G. iL JL L JL J L JIL C ER TRUSS 6•=0 MFG. .4'4' ES 4xa IOW 4XR Q U O 31,2'NI2' GL TYP ROOF FRAMING PLAN 1/4"=1'-O" FLOOR FRAMING FLAN I/4" = I'-O" 10'-0' MI 8'Xr4 ; er �p GRALLI 98 49> \\� T iEE loop - ei eOn ice, =.s alTll. 1 \\-- Pe 4' CONC. BLAB W/ 6 MIL. VAPOR BARRIER OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 6X6 PT POST 48'X48'X12' CONC. FTG W/ 6.4 BARS EACH WAY 16'-3' RO. FOR 16/0 DOOR DETAIL 12/52 TTP. OF 3 • 101-0' 501-0' OVER ALL FOUNnATION FLAN I/4"= I'-O" 1014 SQ. FT. 101-0' I\I `LLALL MOUNTED RINIAI RL/51 NAT. GAB I4OTC �W1�A�TE�_R SYSTEM (EPESW FACTOR.0_81) SZBTOreA OAFeASE USE I2' TYPE 'X' GLIB ON ALL WARM AND STRUCTURAL WALLS. CD LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND SEAMS IN I/2' TYPE 'X' GM 10,-0' 50'4:' OVER ALL 1,-6' i i FLOOR FLAN I/4"= I'-O" GARAGE 1 J IN. 36'X36' LANDING e , ♦ 0 2 ♦ CODE CC i,'LU\NCE APPROVED Ffi 132019 City of Tukwila I BUILDING DIVISibN+ b- 035 9ClflrILA W C7 U d z 0 a 0 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verity compliance with all local applicable building codes where the home is to be constructed. 3 Purchaser should have plans reviewed by a lic- ensed builder and struct- ure) engineer for compli- ance to specific site con- ditions. 4. These plena should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978 Date: NOV 07 Z018 PERMIT CENTER 8-23-18 7 NORTH ELEVATION I/4"= ILO" — EAST ELEVATION I/4"= I'-0" COMPOSITION ROOFING 8/4x8 FASCIA W/ CONT. GUTTER STONE VENEER S/4x8 SKIRT BAND U.V 2' CAP 8/4 x 6 BARGE BOARD 5/4X8 RAKE TRIM 5/4x4 CORNER TRIM 6' LAP SIDING SAR46E CLG CUTLET —J • ELECTRICAL PLAN I/4"= I'-O" — — 1 J bi 6- o 3 s e G COLE cC:;::, APPROVED ;I':; 1 ° 2019 City or Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V CUTLET COMBO. EXT. FAN (ViO8) 4 LIGHT COMBO SMOKE ALARyI- IIm_ _ Y y8ATTERY CABLE T.V. JACK PHCNE UNDER COUNTER LIGHTS GAS OUTLET HOSE BBB EXT. PAN VMS RE T 4 • EC.zvt+ 1 t CITY Ci 1:1Y�'ii'tl Hug 01 201E PERMIT CENTER W C7 (24 C7 U z 0 H 0 1. Contractor or builder must verity all dimension before proceeding with construction 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify comppliance with all local applicable building codes where the home is to be constructed. a Purchaser should have plane reviewed by a lic- ensed budder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2978 Date: 8-23-18 8 1 GENERAL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 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 raft, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kn = 10 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CAtAGORY: D Ss = 15 - IBC FIGURE 16133(1) Sos=I0,le=1.0,R=65 Cs = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDNNG 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 15500 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 NTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORCABLE MIX HAVING A maximal SLUMP CF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MNIMUM F'c = 3,000 PSI WITH 55 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 5.2 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% t15% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRICTION 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 REINFORCING STFFI SHALL BE MNIMUM GRADE 60 (F9 = 60000 PSI) DEFOWED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-65 LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MNIMUM UNLESS OTHERWISE SHOWN PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND NTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED N PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: NTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS I!2" I1/2" (5 AND SMALLER) 2" ('16 AND LARGER) TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF'2 OR BETTER POSTS 0132 OR BETTER 2x FRAMING I-P2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL COrFORI TO "WLLIPA 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 AILPA 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 N ACCORDANCE WITH SECTION IBC 2304.105. ALL MNIMUM MILNG SHALL BE PER IBC TABLE 2304.10J UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGANST WOOD SHALL BE PROVIDED WITH STANDARD CUT WA51-IERS. MISCELLANEOUS HANGERS TO BE 'SIMPSO N' 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 A1S0.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBNATION 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 U.N.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 THAN1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED N ACCORDANCE WITH TI-E PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRICTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL 514E4T1-ING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLNI - Pip = 2,600 PS1, E = 1,900000 PSI). MATERIAL. SHALL BE DESIGNED t MANUFACTURED TO THE STANDARDS SET FORTH N NER-481 OR CCMG REPORT NO. 08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2 ". DO NOT CUT OR NOTCH 13E415 WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS 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 4x8 172 WITH ONE CRIPPLE AND ONE STUD EACH ENP FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENMGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" OL. STAGGERED. STtWfFR SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH led e 8" OL. SHEAR WALLS: ALL SHEAR ULM 1 SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED 1N THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WERE 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 l6d a 12" 0.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSSON' LS1,424 CONNECTOR UJ4,0. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE CF 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 UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" OL. AT ALL SUPPORTED EDGES AND 86 COMMON OR GALVANIZED BOX NAILS AT 12" OL. AT INTERIOR SUPPORTS. APPLY Ik " RATED SHEATHING (24/16) ON ROCF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0.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 TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH AN51/T13I I-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHI1'6TON. THE TRUSS ENGINEER 54141.E ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES NVOLVED N THE PREPARATION OF THE TRUSS PLACEMENT PLAIN 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 N 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 N ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL C01'FOR I TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORI THE SPECIFIED WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE CCt11ENCIN6 WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS RECUIRF-D UNTIL ALL PERMANENT COMNECTI0N5 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. 714E DETAILS 5140UJN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOUK VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON 741E DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (I) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) A 1/2" GOX Sd a 6" OL. fie" a 60" OL. Qall = 230 FLF OR OSB a 8da4"OL N"a32"OL. QaII=350PIS O/ROOXX G �2"CDX 8da3"0.C. %"a16"OL. QaII=450PLF USE 3x STUDS AT OR OSB ABUTTING PANEL EWES t STAGGER NAILS R SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED' X.." ARE 514EAR WALLS EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-I1 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.10.1. NAILING N PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSCN STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MNIMUM 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 MNIMUM CF 1" INTO CONCRETE. WASHERS 10 BE 3" x 3" x 14" PER IBC SECTION 23083. AND OF HOT -DIPPED ZNC-COATED GALVANIZED STEEL N ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO SE INCREASED 40% FOR WIND DESIGN N ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0.C. STArdiFR_D. B 3yx0GUI WNW - 8EN7 TO TOP PLATE �31.1 x I03 GLIB B L r J LSTA35 - FOR 1 SYJ. TO 3x BLOCKING (TIP. 2 PLACES) 31 x D GLIB ---.-A MAIN FLOOR A=1361SGFT 3k x 0 GLB (TTP. CC 3)� J ISSUE FOR PERMIT STEPPED FOOTING DETAIL ecALE, i' • re MSTC40 HOLDCUN. ALIGN MN DIMMED STHD TYPE HOLDOM 5E1n'I SWANS* 1 NAILING PER PLAN SPLICE 70 OCCUR ON 11E13e2 OR BLOCKING SHEATFNNG 1 NAILING PER FLAN. MATCH WALL ABOVE MO. 6'-0• MAX FNSHGRADE I6d.I6'OL.SOLE PLATE NAILING 34' suEnooR (3) 8d JOIST -TO -TOP PLATE UND. MAINTAIN MN Pe END DISTANCE 2x657110.I6'OD.USE Del. STUD . ENDS OF SWEAR WALLS / HOLCOINS. MAX 2x NAILER AND PT SILL (5/ 9i's ANCHOR BOLTI3'x3'xV1' WASTER AT 5'-0' O.G. UND. (ACT. MASA • 48' Oa) StHD TYPE HOLDGN PER PLAN '4 BAR s C' or. - HORIZ 4LBAR. I6' or, - VERT. FINISH GRADE 4 BAR CONTPUOUS (1YP Lf 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION 2'-0' Structural Sc Civil bw-osse _. FOR CODE CC •."LIANCE APPROVED \7 13 2019 City of Tukwila BUILDING DIVISION IIE.0 IVE:1 CITY OF TUKWILA NUY 07 2018 PERMIT CENTER STRUCTURAL NOTES GENERAL COPYRIGHT 2016, SEGA ENGINEERS JOI3 03-051 J '2" RATED 51-EAtHING 8d • 6" 0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) 8d. SHEATHING AND NAILING FER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 52m FIl FRAMNG ANCHOR EACH TRUSS. USE 1-1104-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0.C. STAGrzFRED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: l' • Ice" h" RATED SHEATHING 8da6"0C. (4" O.G. e SIM.) GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d s 6" 0.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. A35e48"0.C. (USE 24" 0.C. AT SUM.) 2x BRACE PER TRUSS SUPPLIER OR a 48" 0.C. SECURE w/ A34 EACH END. 1 I 2x FRAMING PER PLAN. (HEADER a SN.) 21 ROOF FRAMING 6 GABLE END 62.0) At-4: 1' • 1'-0' EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8de4"0L_ 2x BLOCKNG tu/ 16d a 8" 0.C. 1/2" RATED SHEATHING RAFTER OR TRUSS PER FLAN w/ (2) 8d TO 2x BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x BLOCKING w/ (2) 8d TO STUD EACH END 2x STUD FER PLAN LOWER ROOF FRAMING 6 SHEAR WALL AC4i F: 1' • 11-0' 1/2" RATED SHEATHING w/ 8d a 4" 0.C. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (BEAN AT SIM.) 2x STUD MOT e SIM) 1 NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES SCAL!: 1"=1'-0 SHEATHING 4 NAILING PER PLAN OR SCHEDULE. Ede4"0.C. ROOF SHEATHING PER PLAN MSS OR RAFTER PER PLAN 2x NAILER OR TRUSS w/Ibde8"0.G. 5 52.0 NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. ROOF FRAMING 6 SHEAR WALL Scat F: I' • 1'-0' 2x BLOCKING 2x STUD MSTC HOLDOWN STRAP PER PLAN SHEATHING t NAILING FER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING Tia LJS OR RAFTER (SIM ONLY) LU524 HANGER (SIM. ONLY) 2x FRAMING PER PLAN. (BEAN AT SUM.) SOLE PLATE NAILING. USE 16d•lb" 0.C.MM. SOLID RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11/2" END DISTANCE. SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d • 6" O.C. STAGr+FRED. TYPICAL FLOOR FRAMING CONNECTION ,y.a F. 1' a 11-0' LU52 TRUSS SUPPLIER MSTG I4OLDOIIN PER PLAN SHEATHING 4 NAILING FER PLAN OR SCHEDULE. (NOT a SIM) 2x FRAMING PER PLAN. (NOT a SIM) Ibd a 8" 0.C. SOLE PLATE NAILING. (NOT a SIM) 8de6"O.C. 34" SUBFLOOR TRUSS PER PLAN. =Milt 4 HANGER BY JOIST FER PLAN LUS 210 HANGER BEAM PER PLAN 51-IEAR WALL FRAMING AT BEAM SCALE I' • r 0' SHEATHING 4 NAILING PER FLAN OR SCHEDULE lbd a 8" OTC. SOLE PLATE NAILING. Slob"OC.UNO 344" SUBFLOOR BEAN PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM 52.0 Ertl F: 1' • I'-D' MSTC HOLDOUN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN JOIST PER PLAN (USE DBL w/ 14U5C2I0-2 e HOLDOIIN) 'pop 1 1 I I•arrigl ligar a IN wars sa. 125 2x BLOCKING w/ A35 FRAMING ANCHOR TO DBL TOP HATE. END -NAIL TO JOIST WITH (2) Ibd EACH END. led a 8" 0.C. SOLE PLATE NAILING. RIM JOIST w/ (3) 16d • EACH JOIST Ede4"0.C. 34" SUBFLOOR 1 FLOOR FRAMING 6 CANT. JOIST SCALE: I' • 11.0' DBL 2x TOP PLATE 2x FRAMING PER PLAN. 2x JOIST FER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAT. (BEAM AT SIM) 8de4"0.C. 34" SUBFLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR TO TOP PLATE. (if\ FRAMING AT INTERIOR SHEAR WALL s2TJ SCALE: I' • 1'-0' 8deb"O.C. SUBFLOOR PER PLAN 2x4 GUSSET EA SIDE w/ (8) Ibd (ALT. METAL CAP) 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) FIG PER FLAN FINISH GRAPE 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 8) lid AT ICE. METAL CAP) 1811 MIN. 12" MIN. FLOOR FRAMING AT CRAWL SPACE 2x STUD FER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR WALLS 4 HOLDOU NS. SEE SI-EAR U14J L SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT * SAC.) FIN151-4 GRADE 12" MAX (SAL. 6 SIM) 1'-6' MN 4'-0" MAX 1 8 I'-4" lbd s 16" 0.C. SOLE PLATE NAILING. 34" SHEATHING ANCHOR BOLT w/ 3"x3"x'4" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGBSE %"$ AT 60" 0.C. UN.O. 1x PT SILL AR - HORIZ. 51HD HOLDOUN PER PLAN. '4 L BAR a 24' 0.C. - VERT. '4 BAR CONTINUOUS C41 FOUNDATION AT CRAWL SPACE 52ID SC/4 F: 1' • 1'-0' 53-EATI4ING t NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x '44 WASI-ER PER PLAN OR SCHEDULE USE 54"4 • 60" 0.C. MN. b" MN_ FINISHGRADE OR SLAB ON GRADE STHD HOLDOWN PER PLAN I'-6" MIN. 15 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS t IHOLDOINN5. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF 7CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MIN. b MIL VAPOR BARRIER '4BAR -HORIZ. '4 LBAR • 24" 0.C. - VERTICAL 8" '4 BAR CONT. 1'-4" FOUNDATION AT SLAB ON GRADE DBL 2x TOP PLATE HDR PER PLAN. I TRIMMER STUD(5) KING STUD LSTA STRAP PER PLAN (TYP). 2x SILL PLATE �3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) 1/2" RATED SHEATHING 4 RAILING PER SCHEDULE. 3x BLOCKING (TYP) SHEAR WALL FORCE TRANSFER DETAIL SCALE: I' • I'-0' biS- 0359 LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR FER PLAN. 10'.0" MA>11111 ELEV. VARIES 5114DI4 HGLDOIW UNO. 22" (MIPU-" (18" a SIM) Cil CODE Cc APPRGVEJ City of Tukwila BUILDING DIVISION 3 NAIL SHEATHING TO HDR w/ 8d a 3" 0.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS 16d At 3" O.C. (2) 2x STUDS (TYR) 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (2410 EXP 1). NAIL w/ (2) ROWS 8d e 3" 0.C. AT PANEL EDGES. (2) 2x PLATE. (4,1 SHT'G TO EA F1 X 2x PT SILL (2) !Ye"T ANCHOR BOLT w/ MN. 1" EMBEDMENT 43"x3'x144" GALVANIZED E WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ '4 BAR 1-10RIZ TOP 4 BOTTOM. ': CE?`.'E7) 7 NW 07 2018 PORTAL FRAME PANEL SCALE: NCI* PERMIT CENTE d) 4 Hi Q 4 3 % n3n/ d) SCALE: 1" • P-0' 52.F; seal F: 1' • 1'-0' COPYRIGHT 2018, SEGA ENGINEERS JOB 03-051