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Permit D18-0026 - CARY LANG CONSTRUCTION / HAN #4 - NEW SINGLE FAMILY RESIDENCE
CARY LANG - HAN 4 14415 45 LN S D18-0026 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.gov 0040000398 14415 45TH LN 5 Project Name: CARY LANG - HAN #4 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D18-0026 3/7/2018 9/3/2018 Ownet•; Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: `TRAN TROUNG THI & PHAN HAN 5130 S 166TH LN , SEATAC, WA, 98188 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2,802 SQ FT SINGLE FAMILY HOME AND 377 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, DRIVEWAY ACCESS, LAND ALTERING, STORM DRAINAGE, AND UNDERGROUNDING OF POWER. VALLEY VIEW SEWER DISTRICT AND WATER DISTRICT 125. Project Valuation: $382,075.46 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $10,892.40 Occupancy per IBC: R-3 Water District: 125 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 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: ter Date I I g I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit nd agree to the conditions attached to this permit. C-� j 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. Signature: Print Name: Date: 777/ " PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: 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. 4: 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. 5: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 6: 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. 7: Any material spilled onto any street shall be cleaned up immediately. 8: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 9: 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. 10: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 11: 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. 12: 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. 13: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 14: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 15: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 16: All conditions of the Lai short plat approval shall be met. See permit no. L15-0057. The Geotechnical Engineer shall provide certification on a lot by lot basis that the work has been completed in accordance with all geotechnical recommendations. 17: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 18: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 19: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 20: Project shall comply with Geotechnical Evaluation Report by Land Development Engineering, dated January 25, 2018. 21: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 22: 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). 24: 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) 25: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435)(BOTH SIDES OF THE ACCESS ROAD, INCLUDING THE HAMMERHEAD, NEED TO BE MARKED AS FIRE LANES.) 26: 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) 27: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 23: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 30: ***BUILDING PERMIT CONDITIONS*** 31: 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. 32: 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. 33: 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. 34: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 35: All wood to remain in placed concrete shall be treated wood. 36: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 37: 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. 38: 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. 39: 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. 40: 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). 41: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 42: 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. 43: 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. 44: ***MECHANICAL PERMIT CONDITIONS*** 45: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 46: 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. 47: Manufacturers installation instructions shall be available on the job site at the time of inspection. 48: 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. 49: 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. 50: ***MECHANICAL PERMIT CONDITIONS*** 51: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 52: 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. 53: Manufacturers installation instructions shall be available on the job site at the time of inspection. 54: 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. 55: 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. 56: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 57: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 58: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 59: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 60: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 61: 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. 62: 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. 63: 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. 64: 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. 65: 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. 66: 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. 67: 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. 68: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 69: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 / 1 7. 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 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWin Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. b l Q Project No.: Date Application Accepted: Date Application Expires: (For of ce use onl 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 L�C King Co Assessor's Tax No.: /4'q/� 4 J 6 L 4e 3 714 `G (A/ ' / PROPERTY OWNER Name: C� C / '� / . Address: Name: City: State: Zip: Address: Fax: Email: City: State: Zip: CONTACT PERSON — person receiving all project communication/j Name: C� C / '� / . Address: Address: Z ? 8 / 5 2_ eta „.v e s (.4, City: State: Zip: Phone: Fax: Email: Address: GENERAL CONTRACTOR INFORMATION Company Name: S a /' /1 Company Name: (1441/ �A�6._ 041,10---- /v 4 Address: Z ? 8 / 5 2_ eta „.v e s (.4, „dam City: Ire de�C jA ( State: (AAA_ Zip: cfgOZ3 Phone: ya6.2-3- 45F0: ConeR (z 7-.2 01 D F Exp Date: 7/2 g460 U Tukwila Business License No.: 0 9q v/ zy�r 00 g 690aS 957 ARCHITECT OF RECORD Company Name: S a /' /1 `_ -- rh e 5 eA) V l..;4-2-- Engineer Name:;:f3e; "p Company Name: City: BlRG(� ,u /,,WNdI State: /444_ Zip: (Fep y L Phone: 360_gv/'_ `O( ax: Architect Name: Address: / ,,/ City: S e: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: S a /' /1 `_ -- rh e 5 eA) V l..;4-2-- Engineer Name:;:f3e; "p � Address: 2,1 5 j2 2X ( City: BlRG(� ,u /,,WNdI State: /444_ Zip: (Fep y L Phone: 360_gv/'_ `O( ax: /— Email: 5P9a elig'Sa� iAee/Gv c4. 5 .Ib€T LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ O0 Scope of work (please provide detailed information): G e " DETAILED BUILDING INFORAMTION -' PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1St floor / 2-. q 2"d floor J 5 5 Garage carport ■ 3 Deck - covered • uncovered ■ Fr- oavr- p e.c.A. - cl 1 Total square footage 3 2. "4-017--1. 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator '7 o ) PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) appliance vent wood/gas stove fuel type: ❑ electric gas ventilation fan connected to single duct 11 water heater (electric) other mechanical equipment OW� bidet floor drain sink lawn sprinkler system \Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 2- 3 3 y clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMA ION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila . Water District #125 ❑ ...Letter of water availability rovided SEWER DISTRICT ❑ ...Tukwila 0 ...Sewer use certificate 0 .. Highline . Valley View 0 .. Renton D...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...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 REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APICABLE TO ALL PERMITS IN THIS APPLICATION - Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OW �i . ORA T� D AGENT: Signature: Print Name: • '17/**"—G 2v! Mailing Address:.5 24 4-ve , H:\Applications\Forms-Applications On Line\20I 1 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Date: Day Telephong: Ade'023. City City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CAGY LAN - 11,Ad 4t 4 PERMIT # 118 - 0026 C@ 1441 S 4-5 �hL� 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 Erosion prevention ,500 Water/Sewer/Surface Water -Coo/ 5oo/L oon Road/Parking/Access M oQ A. Total Improvements ` 3.5-60 3. Calculate improvement -based fees: / B. 2.5% of first $100,000 of A. $I 0 $250 (1) C. 2.0% of amount over $100,000, but Tess 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 / 0 cubic yards Enter total fill volume / 0 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 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 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3S-7 - 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 02/21/17 1 0 fl BULLETIN A2 `d TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the 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. $ (8) QUANTITY IN CUBIC YARDS RATE v 50 or less � $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (9) ti.. 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 $ /jo13 $� I. Other Fees $ SS Total A through I $ / o / 3 — (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 1 3 3 i d 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 (inches) Installation � Cascade Water Alliance' RC FC oi.oi.2oi7 - 12:31.2017 Total Fee 0.75 $625 --`� $6005 $6630 1 $1125 1''x$1'5,012.50 $16,137.50 1.5 $2425 / $3;025 $32,450 2 $2825 / $48,040 �--,_ $50,865 3 $4425 // $96,080 `----„, $100,505 4 $7825 / $150,125 x$1,57,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 ( Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $23,962.64 D18-0026 Address: Apn:0040000398 $8,067.91 DEVELOPMENT $3,965.26 PERMIT FEE R000.322.100.00.00 0.00 $3,960.76 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,212.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $87.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $87.50 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 $101.27 TECHNOLOGY FEE R000.322.900.04.00 0.00 $101.27 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 DEVELOPMENT $2,578.06 PERMIT FEE R000.322.100.00.00 0.00 $2,573.56 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,558.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $118.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $118.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 1 of 2 ClifirWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $23,962.64 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 TECHNOLOGY FEE $157.84 TECHNOLOGY FEE R000.322.900.04.00 0.00 $157.84 D18-0054 Address: 12553 51ST PL'S Apn: 0179002410 $2,959.75 DEVELOPMENT $2,709.75 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,709.75 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0055 Address: 12557 51ST PLS Apn: 0179002425 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0056 Address: 12567 51ST PL °S Apn: 0179002435 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13947 R000.322.100.00.00 0.00 $250.00 $23,962.64 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 2 of 2 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY I PAID $2,824.49 D18-0026 Address: Apn: 0040000398 $2,824.49 DEVELOPMENT $2,574.49 PLAN CHECK FEE R000.345 830 00.00 0.00 $2,574.49 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13585 R000.322.100.00.00 0.00 $250.00 $2,824.49 Date Paid: Monday, January 29, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25313 Printed: Monday, January 29, 2018 12:06 PM 1 of 1 CriWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1(3-662 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:�•� � Y� Ty,Le of In; pgction: �.1� Mut v i.T� Address: Yif%5 LiEmJ (St Date Called: �1 Special Instructions: Date Wanted:Q C" —2'i- 20i a.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: r -- L 1 /9 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 -roar Pr/o ct�: ,� / l�� I /Y Z -A1 j'% — # Type of Ins ection: • J.. L41 i }. ,F;1041. Address: U Il/zi1S 115' Gall, c Date Called: V Special Instructions: Dateanted: T- -wje a.m, p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �,, (�l►� &.L 5 11 �—� mcg .1 /AA F;�i InspectoratO C Date 2/69'. 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) 431-2451 Pro ect: Date:i) Type of Inspection: . F -,,,p Ad ress: cul )45 L. 5 . Date Called: ce , I j Q, Special Instructions: / Date Wanted: I ,t' a.�,. p.m. ` l' Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: D GailwaA .,(;h &��g(9)i .el. Ins5hk kf-(AA Date:i) I c'` I 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: ell -AY 1.17116 --1/4/0',/ Type of Inspection: -S P1i3V FIN It1- Address: Hy/6- Vs -m. hv, Si Date Called: Special Instructions: Date Wanted: 8-20 -16 a.m: p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 26— /is 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: `, Liget, L m. \AAU " 9 Type of 1 spection: 1"1 i c Q AI .tti liSi- L� LisSpecial Date Called: Instructions:Date Wanted: <0111b a.m. p.m. Requester: Phone No: ktd Approved per applicable codes. corrections required prior to approval. COMMENTS: 41 f 9Cctiz,fo 1- SP afeekY\ Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. For Tester or water System Use Backflow Preventer Inspection and Field Test Report Ffr Tester or Water System Use PWS ID � Water System Name TGdot. reei i,WU 1,11,44. 0 o J File # Facility Name 0 Non-Residential ,Residential Service Address 1 L49f�5" 1-15-1_11 igne_ S Citym kid in Zip 92y) b ; Contact Person T i/ 1.00 Phone 2.51-1-10-3532_ Email a /ANC, @ Atoi;n k , ccin Hazard Type (if known' /! re_ - <.J Lew , 311 DCVA 0 RPBA le PVBA 0 AG '❑Other Preventer Physical Location C-ar„3.e .. RNew 'R Existing 0 Replacement: Old Ser. # Confined Space Yes ■ No: Assembly Make kilirs Model 20co 13 Serial # 38 6 5) Size (% " USC-Approved Yes t No ® Proper Install Yes t,icNo 0 Proper Orientation Yes,Ct No 0 Initial Test DCVA RPBA PVBA/SVBA Check Valve 1 Relief Valve Air Inlet Valve Passed X Failed 0 Leaked 0 psid Opened — psid/ Not Open ■ Check Valve 2 Opened at psid Check Valve 2 _ Did Not Open 0 Opened Fully Yes 0 No . Check Valve psid Closed Tight 0 Leaked ■ Check Valve 1 psid Leaked ❑ 1,! psid Leaked 0 Approved Air Gap Yes❑ No'❑ Cleaning, Repairs, & Parts Cleaned 0 Repaired ■ Cleaned ■ Repaired llll Cleaned 0 Repaired 1 ■ Disc 00-;Ring(s) ❑Disc ■ 0-Ring(s) III Air Inlet Disc ❑Float ❑Spring ❑Module ❑Spring ❑Module Ill Air Inlet Spring III Diaphragm 0 Guide ■ Rubber Kit ■ Diaphragm ■ Rubber Kit/Guide ■ Check Disc ■ Rubber Kit i ■ Seat 1 ❑Seal ■ ❑Check Spring 1 Final Test Check Valve 1 Relief Valve Air Inlet Valve Leaked ❑ psid Opened at Check Valve 2 _ psid Closed Tight ❑ Opened at psid Passed ❑ Failed • _ Opened Fully Yes 0 No ■ Check Valve — psid _ Check Valve 2 Leaked ■ psid Check Valve 1 psid _ Air Gap Inspection Pass ■ Fail 0 ' Supply Pipe Diameter " Air Gap Separation " Line Pressure go psi Detector Meter Gals❑ CuFt ■ Service Restored YesNo❑ Remarks* N-tun Construe idn , n-ew i nr-I-A( Nc. f Ssu.e i_ rloi-e..,A • Test Kit Make & Model (\U joe, t vW`? Serial #O71 lb-759 Ver./Cal Date** 7/i -y,6�' By this signature, I certify: 1. I personally inspected and field-tested the backflow WAC 246-290-490 and test equipment meeting gap or AVB. 2. The information in this report is true, complete, assembly using field test proced res eeting WAC 246-292-034; or 1 personally inspected the air and accurate. BAT Signature (initial test) Match, (,,.) _ Cert. (.z, Date/Time22.,dBAT Name (print) Atka if- & � BAT Phone # 3- 4 �7 -6) ( 1 2' Repaired By Date/lime BAT Signature (after repair) Cert. # DatelTime BAT Name (print) BAT Phone # BAT Company Name 304100.,j \I f P LL-c_ Address 22ziZ 7244 S E, WA' gg *Note unapproved backflow preventer, missing/defective components, repairs made, or conditions that may adversely affect assembly. *'The date of the most recent field test kit verification of accuracy or calibration whichever is most recent 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 Die--ooAtp Project: ethqy Ailh& Type of Inspection: e>fC- ReiC,F7GkiLiNG- fN.S()L Tfc5+ti Address: /i/5/f� 7 5 . Z/ Date Called: 2ING- vf*- 64.41-2 IN G- Special Instructions:/ (As RAE Fare 0 MQCI-Mt01L. • M'G4. COO P fit', o Ftp iNsUL, C/1IER6y EF1 'C(i Date Wanted: (a.m Requester: Phone No: 0 Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector: 6k— FLS R iNS'ULA T/CA) e>fC- ReiC,F7GkiLiNG- fN.S()L Tfc5+ti o(' pax /X45 Uri iO4/ 2ING- vf*- 64.41-2 IN G- 414 ., a K- wxi`ct ,,viq-t.- frou., c -K- P1 -04 19o1 G F'0411-L-- '0L Inspector: Date:8 7_ 18 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 Del -0024 Project: e Address: � T� � li (15- ys L•4r �' Special Instructions: Type of Insp ction: Date Calle Date Wanted: C- '( —tot a.m♦ p.m. Requester: Phone No: grApproved per applicable codes. COMMENTS: Corrections required prior to approval. (12 Date: _-_ _ q REINSPECTION FEE REQUIRED. Prior to next inspection. fee must.be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPEC 'N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 T1 7-ooz(o Projec 4.515( Ty`p_ePf Inspecti'onn'+ f / 1 Address:jjcts �• Date Called: ((c' J5 ? Sppp//e``ial Instructions: Date Want d: 3-_26--,2,0x / " 2 � , 2,0/�� a.m� p. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: laa j--/afiLf4 Inspector:7?L�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 bI?-0026 IN'TCTION 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: ceie. Y Lar Type of Inspection: F rAM I t./6 Address: �-�{ Date Called: Special Instructions: hAl1/4/"I"w-} ` / Date Wanted:5-23 _ z a:m Requester: Phone No: pproved per applicable codes. L.! Corrections required prior to approval. 'COMMENTS: fili crsi Sl t. c. Ala rrtlnr (jv!' Rt Ai 3 ais� kr--ckctked s1d2 dg C .yid , 0 e c 1P f r v 3 /JGt V .. hce' d `a4• i(e uJ (ik-cf/vSteir,-* Date s/z 3 Der REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD CTION NO. 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 Praject:n y � L T�tpg of .sp• cii�n G Ck Address:V 14-0.11 'cf LA) S , . 1 n% Special Instructions: Date a if d: a.m. p.m. Req ter: Z—e,tOr Ph a o: Approved per applicable codes. (i � ���1G�fi'�► C ��` O MENTS: LJ Corrections required prior to approval. Inspettor.� Date:51,s_ 2.(yK 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 Dielovoi PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project;` t L a! T of inspect; n: re-k.,nh,zy Address: J /5�I/5 YS at zav 6 D to Cat •: Special instructions: /4/1A) 4. Li Detei�Vanteit: S 3 ` 20,6 f a.m P.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: -RQ.AahApr Inspector': "SS Date:‘...3 _Zol/ 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 4)18 0(.Z(p 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project G4r1 Lcr Type of Inspection: c LAzl►,v ltiAiL $klt, Address:eki !yq l5 .I��+ c�C Rca F SA, Special Instructions: Date Wanted: ta a.m. p.m. Req s Phgnek) Z/23 -3o Approved per applicable codes. El Corrections required prior to approval. COMMENTS: �LRZ A Gdiaxi2s /Vs e d 2 )1 pLas'Laste, o(RoDf ,4;;;;I -D) WALL £- ,v /r$Aer Inspector: rc:(2-P, C� Oate:11_27 2l/ 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 D Ig- 0024 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 ection: �,r- Or Address: ✓ 94115 96 1N, S, Date Called: pecial Instructions: Cay /n0( # L/ J 1,1 t) Date Wanted:---- �- � p.m. �`y-C7�r/�p m Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. N'ae,4 (41,4e,,f4 00 1 ft Inspector: 312. Date: y-�- za1 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 pts-aoz4 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: }►'v h4 �cl /j l Type of Inspection: foot IDry ipJS Address: /46195 ys— k Sr Date Called: Special Instructions: Date Wanted:—...A.m. 3127/2.0e p.m. Requester: Phone No: /-2-c6- 4123-56 Approved per applicable codes. L Corrections required prior to approval. COMMENTS: /to 4>act.i Inspector: Date:3 27/ZD/( 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 Dig -00249 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: - LAr� L&ncF ly Type of Inspection: root) n/gE walls Address: .-N /" /'/iits y5 -Lir. 5. Date Called: Special Instructions: Date Wanted:. 3112 01% a.r21 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: • Forst-inj Aporty‘tee9 a F TS Wal.1s"Ci - Inspector:7_Q OCc Date:3 _Z _ 21D1 s, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit S b(P PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: J t 4 Fire Alarm: Type of Inspection: Address:i Suite #.: /(//'_ Z/ /V Contact Person: Special Instructions: d0r,' - 14A (--\ " _ (di( --k Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Yk(e I eitiimis d0r,' - 14A (--\ " _ (di( --k ‘ ,i)�l { - 3 L., , 7//, --it 1144 0A4 (,- m -.72:--D j , 4,771./ 9/A71 ( a' J l --„,_ te j fri ter l L --kr)- -- /3 (g-7,/7(/Id / z_ , 44 4 5 S tj -L--,e — -- A il 1 - - /) ,//: -! 11 ! T +' .6 //lir-'"`_ 41--Sel.) e(Los, r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 5-1 Date: �/1-7 Hrs.: 2 c $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Dec 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1>[0-oo-1-(40, / -5-066 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / Type of Insp ion: Address:/Contact Suite #: 71j 6,i Person: Special Instructions: Occupancy Type: Phone No.: k Approved per applicable codes. Corrections required prior to approval. COMMENTS: itetle ?c-oviccti Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: T? //P 6 ? Date: -/ ,C // Hrs.: / 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/.14 T.F.D. Forme F.P. 113 ti MII MiTek® Re: J1700109 L2-2802-2 Plan 2 car 'A tr-1ii MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2874925 thru K2874940 My license renewal date for the state of Washington is September 28, 2018. FIEVIEWED FOR CODE COMPLIANCE AFTROVCD MAR A52016 • Citi of Tukwila iril • February 21,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. RECEIVED CITY OF TUKWILA JAN 2 9 2048 PERMIT CENTER Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874925 J1700109 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-7-14 6-6-0 I 11-0-0 14-0-01 20-1-15 -7-13 6-6-0 4-6-0 3-0-0 6-1-15 4.55 12 26-6-0 6-4-1 18 19 5x8 = 20 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:01 2017 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-ZJu2Da167iSEOZ7MwN i 36j INeMFw2ci34BMTtlziyi W 32-10-1 39-0-0 44-0-0 47-6-0 53-0-0 514-7-13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 7-13 21 22 Scale = 1:94.6 4x8 11 75 74 73 72 71 8x8 2.00 12 70 69 68 66 65 67 8x8 64 63 62 61 60 59 57 56 55 54 53 52 51 50 49 48 47 58 4x6 = 8-1-4 15-9-0 20-1-15 25-6-0 8-1-4 7-7-12 4-4-15 5-4-1 39-10-0 14-4-0 8x8 46 45 44 4340 8x8 = 46-2-4 6-4-4 40 53-0-0 6-9-12 Plate Offsets (X.Y)-- [2:0-0-14 2-7-7] [2:0-7-14,0-0-3] [7:0-2-8 Edge] [33:0-2-8 Edge] [42:0-4-0,0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.14 BC 0.04 WB 0.11 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 38 n/r 180 Vert(CT) 0.00 39 n/r 120 Horz(CT) 0.01 38 n/a n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-7,33-39: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 47-58,58-66: 2x6 DF No.2 OTHERS 2x4 HF Stud/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 20 -57,19 -59,18-60,17-61,16-62,15-63,21-56,22-55,23-54,24-53,25-52: 2x4 HF No.2 WEDGE Left: 2x4 HF Stud/Std REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-209(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 72, 42, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=467(LC 19), 40=474(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-335/92, 37-40=-334/92 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-57, 19-59, 18-60, 17-61, 21-56, 22-55, 23-54 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=1b) 41=209. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, - 44, 43, 41, 40. Continued on page 2 February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874925 J1700109 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:01 2017 Page 2 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-ZJ u2Da167iS EOZ7MwNi36j I NeM Fw2ci34BMTtl ziyi W NOTES - 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ll it MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874926 J1700109 A02 SPECIAL TRUSS 5 1 Job Reference (optional) ProBuild Arlington, q1 0 Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:03 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-ViOoeGmMeJiydsH I2okXB8OYK9jo WLxMXVrZxBziyiU 11-7-1 6-6-0 10-0-0 I 14-0-0 5-9-01 20-1-15 26=6-0 1 32-10-1 39-0-0 1 43-0-0 1 47-6-0 53-0-0 514,/,13 1-7-13 6-6-0 3-6-0 4-0-0 1-9-0 4-4-15 6-4-1 6-4-1 6-1-15 4-0-0 4-6-0 5-6-0 1-7-13 5x16 8x12 5 5x8 = 4.55112 3x6 5x16 2x4 Scale: 1/8"=1' 5x16 10x16 MT2OHS = 2.00 12 21 20 29 19 30 18 6x10 = 8x16 MT2OHS = 5x12 = 5x12 = 1 8-1-4 i 15-9, I 20-1-15 1 25-6-0 39-10-0 8-1-4 7-7-12 4-4-15 5-4-1 14-4-0 Plate Offsets (X.Y)-- [2:0-3-3,Edge], [5:0-5-0.EdgeL [11:0-8-0.0-3-0], [14:0-3-3.Edge . [16:0-8-0,0-5-8], [22:0-8-0.0-5-81 17 10x10 = 46-2-4 6-4-4 16 10x16 MT2OHS = 53-0-0 6-9-12 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.83 BC 0.84 WB 0.83 (Matrix -S) DEFL. in (loc) 1/dell L/d Vert(LL) -0.8218-20 >777 240 Vert(CT) -1.46 18-20 >436 180 Horz(CT) 0.48 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 17-19,19-21: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-21,6-20,12-17,10-17,13-16,3-22: 2x4 HF Stud/Std 4-21: 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 2=2394/0-5-8, 14=2396/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 14=-91(LC 9) 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=-8823/316, 3-4=-8634/283, 4-5=-4466/109, 5-6=-4460/134, 6-7=-3950/117, 7-8=-3974/179, 8-9=-3986/183, 9-10=-3979/113, 10-11=-4708/149, 11-12=-4713/133, 12-13=-8491/202, 13-14=-8674/245 BOT CHORD 2-22=-365/8270, 21-22=-246/6288, 20-21=-89/4094, 20-29=0/2912, 19-29=0/2912, 19-30=0/2912, 18-30=0/2912, 17-18=0/4305, 16-17=-58/5417, 14-16=-177/8124 WEBS 7-20=-387/111, 6-21=-25/464, 9-18=-481/136, 6-20=-774/116, 12-17=-1522/92, 8-20=-119/1391, 8-18=-125/1408, 10-18=-852/123, 10-17=-15/471, 12-16=-41/3352, 4-21=-2500/176, 4-22=-82/3064 -Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-18, 4-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874927 J1700109 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, 1-2-0 I1-7-131 I 1-7-13 1-2-0 Arlington,WA 98223 6-6-0 5-4-0 10-0-0 I 3-6-0 20-1-15 26-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:04 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-_uaBrcn_PdgpFOsxbVFmkLwj5Z34Fn7Wm9a7TdziyiT 32-10 1 39-0-0 45-4-0 53-0-0 10-1-15 4.55 12 6-4-1 5x8 = 6-4-1 6-1-15 6-4-0 5x12 MT2OHS 2x4 // 7-8-0 Scale: 1/8"=1' 4x6 = 10x16 MT2OHS = 2.00 12 17 16 8x16 MT2OHS = 5x12 = 6x10 = 5x12 = 8x8 8-1-4 15-9 0 26-6_0 43-0-0 53-0-0 8-1-4 7-7-12 10-9-0 16-6-0 10-0-0 Plate Offsets (X.Y)-- [2:0-3-3.Edge]. [5:0-5-0.Edge]. (10:0-6-0.0-3-0] [12:0-0-4 Edge [12:0-0-0.0-0-4]. [12:0-10-13.0-3-2][13:0-4-0 0-4-8] [18:0-8-0 0-5-8] 4x8 = 5x12 I LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.83 BC 0.84 WB 0.84 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.7614-16 >834 Vert(CT) -1.3414-16 >476 Horz(CT) 0.36 12 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 279 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 15-17,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-17,6-16,10-13,11-13,3-18: 2x4 HF Stud/Std, 4-17: 2x4 DF 2400F 2.0E WEDGE Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2412/0-5-8, 12=2256/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-71(LC 9) 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=-8922/320, 3-4=-8734/286, 4-5=-4522/107, 5-6=-4516/132, 6-7=-4003/117, 7 -8= -4027/178,8 -9=-4072/183,9-10=-4071/115,10-11=-5271/167,11-12=-5554/182 BOT CHORD 2-18=-376/8365, 17-18=-255/6360, 16-17=-96/4147, 16-24=0/2964, 15-24=0/2964, 15-25=0/2964, 14-25=0/2964, 14-26=-20/4424, 26-27=-20/4424, 13-27=-20/4424, 12-13=-112/5153 WEBS 7-16=-387/111, 6-17=-24/468, 9-14=-458/130, 6-16=-778/115, 10-13=-18/719, 11-13=-460/123, 8-16=-121/1387, 8-14=-123/1456, 10-14=-906/142, 4-17=-2524/179, 4-18=-86/3100 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 10-14, 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874928 J1700109 A04 COMMON 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 ' -1-7-13 7-8=0 I 14-0-0 1-7-13 7-8-0 01 Y1 0 2x4 \\ 3 6-4-0 5x12 MT2OHS 20-1-15 6-1-15 4.55 12 2x4 II 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:05 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-S58Z2yocAxygsAR79Dm?GZTu3zPA_Klf_pKg04ziyiS 26-6-0 32-10-1 39-0-0 45-4-0 53-0-0 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 5x8 = 2x4 II 5x12 MT2OHS Scale = 1:92.3 5x12 = 6x10 I I 15 8x8 = 21 22 14 23 5x12 = 13 6x10 = 10=09 20-1-15 32-10-1 24 12 5x12 25 26 43-0-0 10-0-0 10-1-15 12-8-1 10-1-15 11 8x8 = Plate Offsets (X,Y)-- [2:0-2-15,Edge]. [2:0-0-3 1-5-01 [4:0-6-0,0-3-0], [8:0-6-0,0-3-0]. [10:0-2-15 Edge] [10:0-0-3 1-5-0] [11:0-4-0.0-4-8]. [15:0-4-0 0-4-8] 53-0-0 10-0-0 5x12 6x10 I I 0 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.81 BC 0.85 WB 0.49 (Matrix -S) DEFL. in (loc) I/deft L/d Vert(LL) -0.6812-14 >935 240 Vert(CT) -1.16 12-14 >549 180 Horz(CT) 0.18 10 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 268 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11: 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2398/0-5-8, 10=2265/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-91(LC 4), 10=-70(LC 9) 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=-5516/172, 3-4=-5222/157, 4-5=-4086/113, 5-6=-4089/180, 6-7=-4093/183, 7-8=-4091/115, 8-9=-5263/165, 9-10=-5557/180 BOT CHORD 2-15=-222/5101, 15-21=-135/4414, 21-22=-135/4414, 14-22=-135/4414, 14-23=0/2988, 13-23=0/2988, 13-24=0/2988, 12-24=0/2988, 12-25=-20/4433, 25-26=-20/4433, 11-26=-20/4433, 10-11=-111/5140 WEBS 5-14=-458/130, 7-12=-458/130, 3-15=-451/122, 4-15=-11/668, 4-14=-874/138, 6-14=-123/1442, 6-12=-124/1449, 8-12=-892/141, 8-11=-16/697, 9-11=453/123 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 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) 2, 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874929 J1700109 A05 COMMON 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-7-1 7-8-0 1-7-13 7-8-0 14-0-0 6-4-0 5x12 MT2OHS 20-1-15 21-010 6-1-15 0-10-1 4.55 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:06 2017 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-wHixGloFxE4XUKOKjwHEpm01 UNIujnOpDT3EYWziyiR 26-6-0 1 32-0-0 32r10r1 39-0-0 I45-4-0 53_0-0 I 5-6-0 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 5x8 = 5x12 MT2OHS Scale = 1:92.3 15 8x8 = 5x12 = 6x10 II 29 30 14 6x10 = 31 13 6x10 = 32 12 6x10 = 33 34 11 8x8 = 19-0-0 21-0-0 26-6-0 32-0-0 32111-13 43-0-0 53-0-0 10-0_0 11-0-0 5-6-0 5-6-0 0-11-'3 10-0-3 10-0-0 Plate Offsets (X,Y)-- 2:0-2-15,Edge]. [2:0-0-3 1-5-0] [4:0-5-12,0-3-0]. [8:0-5-12 0-3-0] [10:0-2-15.Edge] [10:0-0-3 1-5-0] [11:0-4-0.0-4-12]. [15:0-4-0 0-4-12] 5x12 6x10 I 0 0 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.90 BC 0.88 WB 0.49 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.5512-14 >999 Vert(CT) -1.2812-14 >497 Horz(CT) 0.20 10 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11,18-19,20-21,22-23: 2x4 HF Stud/Std WEDGE Left: 2x4 HF Stud/Std, Right: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2523/0-5-8, 10=2390/Mechanical Max Horz 2=136(LC 8) 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=-5832/0, 3-4=-5552/0, 4-5=-4468/0, 5-6=-4470/0, 6-7=-4475/0, 7-8=-4473/0, 8-9=-5595/0, 9-10=-5876/0 BOT CHORD 2-15=0/5411, 15-29=0/4750, 29-30=0/4750, 14-30=0/4750, 14-31=0/3259, 13-31=0/3259, 13-32=0/3259, 12-32=0/3259, 12-33=0/4769, 33-34=0/4769, 11-34=0/4769, 10-11=0/5452 WEBS 5-14=-456/131, 7-12=-457/131, 3-15=-452/121, 4-15=-56/623, 4-14=-847/165, 6-14=0/1596, 6-12=0/1604, 8-12=-866/166, 8-11=-59/654, 9-11=-455/122 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 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 = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874930 J1700109 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 1-7-13 i-7-13 Arlington,WA 98223 26-6-0 26-6-0 4.55 FT 19 18 14 16 17 20 5x8 = 21 22 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:09 2017 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ KsN3uJr7E9S5LnkvO2rxRPekpaz3wEhFvRlu9rziyi0 53-0-0 26-6-0 23 Scale = 1:92.2 4x6 = 78 77 76 75 7473 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 474644 4542 43 41 4x6 = 4x6 = 4x6 = 53-0-0 4x6 = 53-0-0 0 0 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.19 BC 0.02 WB 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 1 n/r Vert(CT) -0.00 1 n/r Horz(CT) 0.01 40 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 46-60,60-73: 2x6 DF No.2 OTHERS 2x4 HF Stud/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 21 -59,20 -61,19-62,18-63,17-64,16-65,22-58,23-57,24-56,25-55,26-54: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41 Max Gray All reactions 250 Ib or less at joint(s) 40, 59, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43 except 2=285(LC 1), 78=287(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 39-41=-257/69 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 21-59, 20-61, 19-62, 18-63, 22-58, 23-57, 24-56 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary. and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874931 J1700109 B01 KINGPOST 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-1-0-0 1 1-0-0 6-0-0 9-6-0 3x8 6-0-0 3-6-0 4x4 =- 4 4 4(4 8.00�,e r e Mi e ee e MAA. A, A. �.AM�O7A��JAA 13 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:10 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ o2xS6fsl?TayzxJ5ymMAzcAgk_C5fh60851RhHziyiN 19-0-0 120-0-0 1 9-6-0 1-0-0 6,0,0 6-0-0 Plate Offsets (X.Y)-- [2:0-8-4 0-1-6] [3:0-3-9 Edael 17:0-8-4.0-1-61 12-0.0 6-09 12 11 10 9 5x8 = 19-0-0 7-0-0 3x8 = 0 Scale = 1:44.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.50 BC 0.48 WB 0.10 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1462(LC 27), 7=-1485(LC 30), 12=-124(LC 27), 10=-145(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1737(LC 24), 7=1622(LC 25), 12=415(LC 1), 12=415(LC 1), 10=394(LC 1), 7=290(LC 1), 12=415(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2722/2418, 3-4=-1001/913, 4-6=-1614/1527, 6-7=-2648/2500, 3-5=-422/114, 5-12=-480/98 BOT CHORD 2-13=-2087/2389, 12-13=-2089/2387, 11-12=-1631/1755, 10-11=-998/1122, 9-10=-563/687, 7-9=-1986/2109 WEBS 6-10=-371/156 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=1b) 2=1462, 7=1485, 12=124, 10=145, 7=1485, 12=124. 7) 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 11-6-8 to 19-0-0 for 585.9 plf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874932 J1700109 B02 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-1-0-0 1-0-0 4-11-7 9-6-0 4-11-7 8.00 12 2x4 O 4-6-9 4x4 = 4 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:11 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ GEVgJ?sNmnipb5uHWTtPWgj31OXQO6_YNIn_DjziyiM 14-0-9 19-0-0 120-0-0 4-6-9 4-11-7 1-0-0 2x4 5 .011111616,.. �S L 3x8 = 3x8 = 9-6-0 19-0-0 3x8 = 9-6-0 9-6-0 14 Scale = 1:42.1 Plate Offsets (X Y)-- [2:0-5-9 0-1-8] [6:0-5-9,0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.22 BC 0.54 WB 0.25 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 8-14 >999 240 Vert(CT) -0.21 8-14 >999 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/59, 3-4=-822/65, 4-5=-822/64, 5-6=-1103/60 BOT CHORD 2-8=-58/851, 6-8=0/851 WEBS 4-8=-1/494, 5-8=-313/120, 3-8=-313/120 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874933 J1700109 603 COMMON TRUSS 1 Job Reference (optional) ProBuild Arlington, m th Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:12 2017 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-IR3CWLt?X4g9CFTU3BOe21 GCEnrw7OXhbPWYIAziyiL 11-4 1 19-0-0 3-0-12 3-0-0 3-5-4 3-5-4 3-0-0 3-0-12 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 8.00 12 5x8 4x8 II 5x8 3x8 5x16 II 8x8 = 3-0-12 6-0-12 9-6-0 3-0-12 3-0-0 3-5-4 12x12 = 4 8x8 = 218 22 6x18 MT18H 5x16 II 3-5-4 Plate Offsets (X,Y)-- [1:0-3-5 Edge], [7:0-3-5,Edge], [9:0-3-8 0-5-4]. [11:0-3-8,0-5-4] 3-0-0 3-0-12 v 0 Scale = 1:41.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.37 BC 0.65 WB 0.94 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud/Std *Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 1=11548/0-5-8, 7=10799/0-5-8 Max Horz 1=-112(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17801/0, 2-3=-14700/0, 3-4=-11116/0, 4-5=-11116/0, 5-6=-14910/0, 6-7=-18057/0 BOT CHORD 1-12=0/14811, 12-17=0/14811, 11-17=0/14811, 11-18=0/12196, 18-19=0/12196, 10-19=0/12196, 10-20=0/12372, 9-20=0/12372, 9-21=0/15017, 8-21=0/15017, 8-22=0/15017, 7-22=0/15017 WEBS 4-10=0/11931, 5-10=-4770/0, 5-9=0/5513, 6-9=-3149/0, 6-8=0/3259, 3-10=-4501/326, 3-11=-275/5198, 2-11=-3114/154, 2-12=-101/3199 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2240 Ib down and 87 Ib up at 1-0-12, 2240 Ib down and 87 Ib up at 3-0-12, 2240 Ib down and 87 Ib up at 5-0-12, 2249 Ib down and 86 Ib up at 7-0-12, 2249 Ib down - and 86 Ib up at 9-0-12, 2374 Ib down at 11-0-12, 2374 Ib down at 13-0-12, and 2374 Ib down at 15-0-12, and 2374 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874933 J1700109 B03 COMMON TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:12 2017 Page 2 ID:fPVdnE_YkwaL3OG 8ugRs7yvar_ IR3CWLt?X4ggCFTU3BOe21GCEnrw7OXhbPWYIAziyiL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-2374(F) 12=-2240(F) 14=-2240(F) 17=-2240(F) 18=-2249(F) 19=-2249(F) 20=-2374(F) 21=-2374(F) 22=-2374(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ll it MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874934 J1700109 C01 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 -1-0-0 1-0-0 6-0-0 6-0-0 8.00 12 4x4 = I1 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:13 2017 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-DddakhuelOzXg P2gduvtbFoOzBlgs3vgg3G5lcziyi K 12-0-0 13-0-0 6-0-0 1-0-0 8 3 9 41Il. Y Y Y m II 4x6 = 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 Plate Offsets (X,Y)-- [2:0-0-0.0-0-4) [10:0-0-0,0-0-41 Scale = 1:27.1 10 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 12-0-0. (Ib) - Max Harz 2=83(LC 25) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-30-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749/764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) 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=1b) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 10. 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 12-0-0 for 230.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874935 J1700109 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 r- -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:14 2017 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-hpByxl vG3i5OSYdsBcQ68SLcObh8bWE_3j?fg2ziyiJ 3-11-8 3-11-8 2x4 1I 8.00 12 2x4 11 3x4 = 7 2x4 II 6 2x4 11 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 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 0.03 WB 0.03 (Matrix) DEFL. in (loc) 1/dell Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 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 - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB -7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874936 J1700109 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:14 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-hpByx 1 vG3i5OSYdsBcQ68SLbzbg6bWe_3j?fg2ziyiJ 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) 1/defl Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874937 J1700109 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-901L9Nvuq?DF3iC31JyLggtn8?OPKzu7INICMUziy I 1-11-8 1-0-0 1-11-8 2x4 11 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Grav4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-8 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 - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874938 J1700109 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N co 1 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-901L9Nvuq?DF3iC31JyLggtn8?OVKzu7INICMUziy I 1-11-8 1-0-0 1-11-8 3x4 = 1-11-8 1-11-8 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.00 7 >999 Vert(CT) -0.00 7 >999 Horz(CT) -0.00 3 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874939 J1700109 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 3-11-8 3-11-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:15 2017 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-901L9Nvuq?DF3iC31JyLggtmj??LKzu71 N ICM Uziyil 3x4 = 3-11-8 3-11-8 N th N Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 Plan 2 car K2874940 J1700109 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Feb 21 08:21:16 2017 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ dC1jMiwWaJL6hsnFIOTaDtQyuPMc3QkHW1 UluxziyiH 3-11-8 1 3-11-8 2x4 11 5 ' ��3V�����y�e�ZN�Z�A Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - AU forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; 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) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf 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) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. February 21,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3 Centerplate onjoint unless x, /4 y offsets are indicated. 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. diagonal or X-bracin 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building 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 ANSI/TPI 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. 12. Lumber used shall be of the species and size, and 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 alter 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. backalonewords 19. ports design (front, , andReview picturesall) beforeionsof usethi. Reviewing pictures sufficient. iDSB-89: 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. • 1 1 TOP CHORDS (Drawings not scale) 2 3 Dimensions are in ft-in-sixteenths. irik, Apply plates to both sides of truss and fully embed teeth. CI -1/16" TOP CHORD - 1111/211)%4 p U p4. IEIEO IIIIMAlor For 4 x 2 orientation, locate plates 0- 'i G' from outside edge of truss. This symbol indicates the required direction of slots in C7-8 c6-7 C5-6designer, 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: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek® All Rights Reserved Plate software PLATE 4 LATERAL 44# BEARING hMil■ location x II 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 or 1 bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint __ 1/1 iTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. _� 110.-1 Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction.IIII Design Standard for Bracing.snot Guide to Good Practice forBCSI: BuildingComponent SafetyInformation, Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 0 O 0 O co %lc/ A O O 0 O 0 2-0 2-0 7 30-00-00 O TBE6 13,400-08 05(4 4121 co co A A A04(2) CO 1 C'I CD 1! 2J.. 8/12 4 r CO 0 co N COCO A03(3) co NI D 1: A02(5) fi 4 00 0 0 0 <h O O N O O O 0 O Ih LO B02 B01 - 00 - 00 JB03(4) - I. 7• 8/12 I 8/12 N GARAGE 0-00 19-00-00 Truss Connector Total List, Manuf Product Qty HUS28 9 JBO2(5) C01 TH w w 7 12-00-00 30-00-00 c 13E6 N JA02(5) 11-00-00 11-00-00 = Truss left end indicator. O Q 831N33 111A183d O O 0 O 2-0 O O -00 8 9 C) 7 Om -71n _gym C < 7C M 0 r PRO3uiId 20815 67th Ave NE Arlington, WA 98223 MET Phone: 1-360-925-4155 BUILDER : SUBDIV Cary lang const. PROJECT ADDRESS: MODEL: L2-2802-2 Plan 2 car LOT: JOB >E: J1700109 /ilti ) 5 tf 5 1. e, THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available S from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 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 a n/a n/a Ceiling'` 49' 0.026 Wood Frame Wall9'm'" 21 int 0.056 Mass Wall R -Value' 21/21' 0.056 Floor 30g 0.029 Below Grade Wail``" 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. 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. El 2. 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. _ s�..: El 3. FOR 3. Large Dwelling Unit: 4.5 credits 1 Dwelling units exceeding 5000 square feet of conditioned floor area. nrinE COMPLIANCE ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 lc 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 i4AR 0 5 20111 0. Ci ©Y ill. Iamb E (CITY OF TUKWILA ❑ JAN 2 9 2018 1.0 p 0.5 1.5 *1200 kwh 0.0 Total Credits 6 24 *Please refer to Table R406.2 for complete option descriptio 0 3.50 Table R402.1.1 Footnotes For 51: 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 less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. 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. Window, Skylight and Door Schedule Project Information Contact Information L2-2802 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor 0.20 Ref. U -factor POWDER 2 0.28 DINING 48.0 0.28 GREAT ROOM 11.48 0.28 NOOK 1 0.28 NOOK 6 0.28 NOOK 6 0.28 KITCHEN 10 0.28 STUDY 30.0 0.28 PLAYROOM 1 0.28 PLAYROOM 5 0.28 BEDROOM 4 ' 0.28 STAIR 6 0.28 BEDROOM 2 0.00 0.28 MASTER BEDROOM 1 0.28 MASTER BATH 4 0.28 BEDRROOM 3 2 0.28 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Width Height Qt. Feet Inch Feet Inch 1 3 6 8 Width Height Qt. Feet inch Feet Inch 1 2 0.0 5 48.0 1 6 11.48 6 1.68 1 8 13.5 6 25.0 1 6 6.30 6 10 1 6 30.0 1 20.0 1 5 8.96 5 5.60 1 3 0.0 4 6 1 5 0.00 5 0.00 1 5 0.0 4 6 1 2 0.00 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 2.80 36.0 10.08 48.0 13.44 41.0 11.48 6.0 1.68 25.0 7.00 13.5 3.78 25.0 7.00 22.5 6.30 8.0 2.24 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 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 Ref. U -factor Width Height 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 0.0 0.00 0.0 0.00 377.0 105.56 Area 0.28 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 0.00 397.0 109.56 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 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 1.2-2802 Heating System Type: O All Other Systems Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions l Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Unconditioned Space Design Temperature Difference (AT) .. 46 AT = Indoor (70 degrees) - Outdoor Design Temp 2,802 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 23,817 Area = UA 113.10 Area = UA Area = UA 43.45 Area UA Area UA 138.38 Area UA 41.78 Area UA th UA UA 377 1,671 2,471 1,671 F -Factor X Len No selection 1 F -Factor X Length No selection Duct Leakage Coefficient 1.10 Sum of UA 336.70 Envelope Heat Load Sum of UA X ST Air Leakage Heat Load Volume X' 0.6 X ATX .018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 30,052 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 42,073 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump 15,488 Btu / Hour 11,832 Btu / Hour 27,320 Btu / Hour (07/01/13) $ riLms STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-2 January 17, 2018 Job No. : 13-076 Location: 11415 - 45th Lane South Tukwila, Washington Copyright 2018, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 2 9 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 bt600b 1 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/18/16 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 (V„ it) KZ1 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project L2-2802 Job No. 11-076 By: GAT Checked Date: '10/21/11 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2011, SEGA Engineers Roofing (Comp) 1/2' OSB 2x @24" Insulation 5/8' GWB Misc. Snow, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding t/z" Plywood 2x6@16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 60 psf 68,6 -,48:6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. ZfpoZ,_ 3 GL CHECKED BY 11,4z- C ( i t.) Cz\L4&p- 11) r4P zi'n C g') = q+ ur,r'r 6 = (l -z `j,s-= 4 Z FIGURED BY DATEp,/ 4SHEETZ OF c. TYPY 461)3` 7,ki10Z emr- R444 i/()=. (kV 601,1) t l ov r = 5-0d Li p: iftcyc q1 G[SeY) _ l7 (AP?' ‘/" 71 Art oi-e` 1sm co /6f k: J4' b , JI = C --L) (sCMF) 1-1001 (L' (4 spar) 1, 4-cis/A CRu S/i ) 3 ihAiz 6-I4. 39 r q+/4 L ✓L . r- 4 44 4s ir) (A). = s50/1 1117-'1- t \{5C0pJo) flooPix--; _ =�3,5r-Y /01i) --(>.v) (hsv/`'X-3--i v1-71 c../ Copyright 2013, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers LZM-ZBoZ JOB NO. f ��?Le, FIGURED BY ��tT 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 'Tk'111 N LT - lit J) )) FGGL IL /jrn c_h7cN1-,), h Jo oR FFA w z�lIS.07y) Z (97S1° s(7?1F) [prO0/t1'- (1.9P) _ ( 7.C11)(c-°•-34 /rte-X ; Zt,t, ssv 0,4g( 10,-)Y)(1(.6()Z ` 4 CO ato'(._ %3'^-t. 1a 1 mac, .} C �2 )(5°?fir) t/cx" ?fitf C L) ?P - s60 1'1 t = (,) (4. ,/'ii`) Cz' •r tl_ 634071 1-4:Nt 7--)( 50 pin -,00f" ' (040 r4= DATE"42/Z /1/ SHEETS OF wl ; 1 5 G.h T. S,2x 5/4,x/ze-vi P ///, wa LJ,3(` 1Z( CA) z, 1( 6.14 5'LI. 6-2z3 �� - d SIS( �� �►'�(1�j`) L t413(o 64-'`101`)t- 0 95xla 3k Z T � .c-- 1 Tz (,J 3' z- 4 %44^4 Fiit /"ern 3 - C-/ -( o f 7) o ^� J z Id\ )(ZrcZ5 V= 91 /Hs e,.0 o, C/ (lee9e)C7.s51 rLN Copyright 2011, SEGA Engineers 5 ` �t4.s 4 3 - SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT LZ -Vex) z-- Cwt_ JOB NO. II o7� FIGURED BY 6-11r CHECKED BY DATE "44, SHEET 4.,OF ) ( 4,-i - rn7Z ( 8 "J` i_ 7.)L = TIS)(/031/,1- Olt //1 OIL /11 I, 1d 5319,-4- 111111 LY' - i Copyright 2013, SEGA Engineers r 4' 3' if' �7J '/Z wit ex o� SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Budding SDS = 1.00 SS = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft) (58ft) (14psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 W total = 71 kips WIND Design Wind Pressure, Ps = K t Ps3a Eq. 28.6-1, Sect. 28.6.3 where, ? = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 p30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po -15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pss = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfm= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (1 ft) (18.6 psf) =13.8 x 0.6 =8.3kips Therefore, Vs/s= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54 ft) (5ft) (17.7 psf) + (20 ft) (5ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / Project L2-2802 Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 • Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wX V (Eq. 12.14-12) w F,00f= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers PROJECT JOB NO. iI -07(.-Q 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY -S14-g W4u- \d I ' V/g,: 1t . FIGURED BY LI Ar DATE' %-411( SHEET 7 OF 11 f0 -10w_ t) :. Z.C. /0:- Zto' j' .i -74,s'' -- 3I( f P,-- 1J=4-)3So%,I - /0 e T-LAa ei9i).-J /t' 41 c-cil/ Copyright 2011, SEGA Engineers 4 t,<-1160 P l+— x 3' va itr. 71= 5' \ q‘ XL X 1 3 Ito 017 SEGA Engineers PROJECT La M 7 g o z Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010+ (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE / /7'4/ii SHEET OF JOB NO. / j -0"7(40 FIGURED BY 63 Ar S�� z W4a ) QL Cc ti L— — —_- -(y 54)(7 ;44'.- 1 4 s` /S a N = 3 04 Y iS' - i owtie OF: 3)0 1 ( )(0)(f(4fT)s .Izz! ),= (s' r - zz»4 : 4z i'-' D 23 ��•('` 8' 6' 0616 Stagy 1<..I,-0_ 4- (fLo/.'A') L.0/1Ns. ce: )(io41 + (5 )Vot 4?"' = 3171 CP" = 3)Z7L# /,, ' 0.'(1, Tv) ) go, JPik C=y)�_c')tio, Ini- l.000, 7').3 3,017# ,)oh t( G' 6 10 Copyright 2011, SEGA Engineers v144, ro rt4f45,3 SEGA Engineers PROJECT L z _ Zp p -L. / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. FIGURED BY (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S 1� ► Ait hCsi L- rJ ) S -5, 2.7up ft DATEt /SIL/ SHEET/ OF 0:1t )(1 P) 7- 4, 51 ls 4 .S1 -1 L �►4 �� 1 / " U C 3/ �_ iiO4..TiA,-` 3c)1c,Z Copyright 2011, SEGA Engineers t X �1= Z13,6 ? yt 7S' N Zc. gz TJ1b /4P -J' SEGA Engineers /Structural & Civil Consulting Engineers PROJECT L2 -2S02-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 888-1017 • FAX 886-1016 SMEAR WALL KEY PLAN v 11-016 FIGURED BY GAT CHECKED BY DATE 01/08/14 SHEET 100F 10 1 / • MAIN FLOOR A • 1244 SQ FT o T 1 LETA24 - BEAM TO TOP PLATE • 0 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> 1/2" OSB or 8d @ 6" o.c. 5/8" © 60" o.c. Qall = 230 plf \ CDX B? 1/2" OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. Qall = 350 plf / CDX IC 1/2" OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf V CDX Use minimum 3x studs at abutting panel edges and stagger nails. 1> See Detail 12/S2.0 for Construction Notes: 1) All walls designated "1>" 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. .SCIIRIEVER, PE 3k i 6 z € . 148th Avenue NE (Ste 132) Woodinville, WA LAND, DEVELOPMENT ENGINEERING 669 5218 off 0;0.17.4,1081foli. Lot 4, Short Plat No. L15-0057 January 25, 2017 uthored. by 7im Schriever,. PE#225; RECEIVED CITY QF,TtKWILA T.C.LSCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 tecivilsiteolan.com (206)669-5218 off Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page ii T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t p@civilsiteolon.com (206)669-5218 off Lot 4, Short Plat No. L15-0057 GEOTECHNICAL EVALUATION REPORT Site Address: 14415 45th Lane S Tukwila, WA 98168 Permit Applicant: Cary Lang Construction, Inc Att: Cary Lang 29815 24th Avenue SW Federal Way, WA 98023 206.423.5055 carylang@hotmail.com Property Owner: Tran Troung Thi & Han Phan 5130 S 166th Lane Seatac, WA 98168 Prepared by: Timothy L. Schriever, PE PO Box 33 Woodinville, WA 98072 206-669-5218 t@civilsiteplan.com Date: January 25, 2018 Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page iii T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t(CD.civilsitealan.com (206)669.5218 off Contents I. PROJECT OVERVIEW 1 A. STUDY SCOPE: 1 B. PROJECT DESCRIPTION: 1 C. INVESTIGATION SUMMARY: 1 II. SITE CONDITIONS 2 A. SITE CHARACTERISTICS 2 B. PROJECT LOCATION• 2 C. SITE RECONNAISSANCE 3 D. SUBSURFACE CONDITIONS 3 III. CONCLUSIONS AND RECOMMENDATIONS 4 A SITE GRADING AND EARTHWORK SLOPES 4 A. SHORING FOR EXCAVATIONS 5 B. COMPACTION 5 D. STRUCTURE FOOTING 5 E. PERMANENT STRUCTURE RETAINING WALLS 6 F. RETAINING WALL BACKFILL 7 G. FOUNDATION AND RETAINING WALL FOOTING DRAINAGE 8 IV. PROFESSIONAL ENGINEERS CERTIFICATION 9 V. APPENDIX 10 A. SOIL CLASSIFICATION CHART (ASTM D2487) 10 B. LOT 4 SITE PLAN 10 Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page iv T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t (ivilsiteolon,com (206)669.5218 off I. PROJECT OVERVIEW A. STUDY SCOPE: This study includes research, field investigations and engineering analysis to provide design criteria recommendations for site grading, construction of the building foundations, retaining walls, rockeries, and the design of roof and footing drains for one proposed single-family residence. The study site includes a vacant single-family building lot located in the jurisdiction of the City of Tukwila, Washington, with a land area of 6,508 sq. ft. B. PROJECT DESCRIPTION: This project is a residential development including new construction of one single family home with an associated driveway and underground utilities. Anticipated site grading generally includes cuts and fills for the foundation and driveway and trenching for utilities. Excavation slopes are anticipated to be between two and five feet in height. C. INVESTIGATION SUMMARY: Inspections and soil testing on building lots adjoining the subject project site were performed on May 17, 2017. The site was inspected for indications of potential slope stability, landslide hazards and springs or seeps. Soil log test holes were dug with a mini -excavator. Infiltration rate testing was not performed for this project. The subsurface soils are classified as Alderwood Sand and Gravel per the SCS Classification System with topsoil depths of approximately two feet above the restrictive layer of medium dense glacial till. Infiltration of storm water runoff from impervious areas on the site is limited due to the density of subsurface soils. No steep slopes or evidence of other significant geological hazards were found on the subject parcel. Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 1 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t a@civilsitealur.cont (206)669-5218 off II. SITE CONDITIONS A. SITE CHARACTERISTICS The subject building lot is currently vacant land vegetated with grass. A portion of the onsite soils have been disturbed during construction on the adjoining building lots. A private access road, storm drains and sanitary sewer line have been constructed in an easement crossing the easterly 24 feet of the property. B. PROJECT LOCATION: The Project is in the NE1/4, Section 22, T23N, R4E, W.M., Site Address: 14415 45th Lane S (4443 S 144th St) S 115th Si S 145fti St "' Foster Hi chool 5 144th S! 4th SI 5 1461 St 4443 South 144th Street y .•Iftitt".. (n 44t5,5, Ya vi S 15 St Thorndyke Elementary School 49T6 $ 1 S2'td $t S 154t,15 11 tvd 5 1561115 Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 2 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t Cl civilsitealan.com (206)669-5218 off C. SITE RECONNAISSANCE The ground surface slopes in a northeasterly direction on an average grade of 4%. The maximum slope on the site is 5%. The site was inspected, and no evidence of existing ground surface settlement or movement was observed. No springs, seeps or ponding surface water was observed on the site. D. SUBSURFACE CONDITIONS Soil test pits were dug with a mini -excavator to depths of 5.5 feet. One test pit was dug approximately 30 feet north of the site on Lot 3 and another test pit was dug approximately 30 feet south of the site on Lot 5. The subsurface soils throughout the area appears to be uniform with a typically soil profile consisting of 20"-24" depth of silty sand over medium dense water worked glacial till. The seasonal water table is estimated at greater than 5' depth below the ground surface. The soil stratifications observed in the test pits are as follows: Lot 3 -TP: 0-20" SM -ML, loose brown loamy fine sand 20"-60"+ SM -M L, m edinn dense bdgm enttT Water table not encountered Lot 5 -TP: 0-24" SM -ML, loose brown loamy fine sand 24"-70"+ SM -M L, m ediun dense bdgm enttl1 Water table not encountered Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 3 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t( civilsiteolan.com (206)669-5218 off III. CONCLUSIONS AND RECOMMENDATIONS The following discussion presents the conclusions and recommendation of the major geotechnical issues anticipated for this project. The major site grading work on this project includes the following: Excavation for proposed residence structure foundations. Onsite trenching for side sewers and underground utilities. Cuts and fill slopes approximately 2-4 feet in height. Trench excavations of 3-5 feet in depth. A SITE GRADING AND EARTHWORK SLOPES Excavation slopes must not exceed the limits specified in local, state, and national government safety regulations. Temporary slopes cut to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made along property boundaries, or existing utilities and structures. Subsurface soils on the site consist of cemented till soils (Type A per WAC 296-155). Temporary cut slopes greater than four feet in height must be excavated at an inclination not more that 1'1:1 (H:V) extending from the ground surface to the bottom of the cut slope: except as described below. It is our professional opinion that the soils encountered on the site may be safely excavated to a temporary slope angle of 1/2:1 (H:V), except where the soil is saturated or there are existing structures or retaining walls closer than a 11/2:1 slope angle as measured from the toe of the excavated slope. However, this is steeper than the recommendations presented in WAC 296. If this steeper inclination is used for temporary cut slopes, a competent person must make a daily inspection prior to the start of each workday to look for evidence of possible instability or hazardous conditions related to worker safety near the cut slopes. A "competent person"' is defined by WAC 296 as someone that can identify existing or predictable hazards related to safety and exercise the authority to take corrective action to eliminate the hazard, if necessary. The above -recommended temporary slope inclinations are based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. Groundwater exiting cut faces can result in rapid destabilization of the cut. If groundwater is encountered in any of the cuts, we recommend consulting with the geotechnical Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 4 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 jcivilsiteplan.com (206)669.5218 off engineer prior to proceeding. Drains, rebuilding the cut with quarry rock, or temporary shoring could be required to maintain the stability of temporary cuts that encounter groundwater. All permanent slopes cut into native soil shall be inclined no steeper than 2:1 (H:V). Finished fill slopes should also not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential of shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water must not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes shall be scarified and mulched or provided surface treatment with medium bark (or equal), and seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. A. SHORING FOR EXCAVATIONS Temporary shoring of excavated slopes is required where there is insufficient area available to maintain the above specified cut slopes. If the cut slopes should exhibit excessive raveling or surficial failures in any condition, shoring is required. Where sufficient area exists between the proposed structures and property lines, shoring up to eight (8) feet in height may consist of ecology blocks set into a twelve -inch minimum depth keyway in the soil and with a batter of 8:1 minimum. Where the proximity of the site excavation is at or near the property lines and ecology blocking is not feasible, permanent soldier pile shoring with wood lagging may be required. Soldier pile shoring is not anticipated to be necessary for this project and is beyond the scope of this report. Any use of soldier piles would require additional engineering evaluation and permitting by the government agency with jurisdiction. B. COMPACTION Structural fill shall be compacted in 12" maximum depth lifts of loose material compacted to 95% of the maximum dry density based on the Modified Proctor analysis. The soils four feet or greater below finished grade of roads and driveways may be compacted to 90% of maximum density. Where under a paved driving areas or slabs on grade, compaction testing is recommended, but not required for private facilities, for verification prior to final surfacing. D. STRUCTURE FOOTING The new structures on the site may be supported on conventional continuous and spread footings bearing on the dense native soils. Exterior footings should be bottomed at a minimum depth not less than eighteen inches below the lowest adjacent outside finish grade and set Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 5 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 tativilsiteoIan.com (206)669.5218 off directly on the medium dense till. Interior footings may be at a depth of six inches below the top of the floor slab and bottomed directly on the medium dense till. Footings founded on dense till soils approximately 24" below the ground surface may be designed for an allowable bearing capacity of three thousand (3000) pounds per square foot. Footings founded on the less dense sandy surficial soils must be designed for an allowable bearing capacity of fifteen hundred pounds per square foot. If any soft silt, clay or fill soil material are discovered in the foundation excavation, it must be removed and replace with 1'/z" minus crushed rock compacted to 95% maximum density or the footing must be founded on the deeper dense native soils. The replacement crushed rock mentioned above shall have a width equal to not less than one foot greater than the width of the footing for each foot of replacement depth. Based on the above design criteria, it is anticipated that the total settlements of the residence footings founded on competent native soils will be less than 1 inch, with differential settlements of one-half inch or less. Retaining wall footings should set directly on the native hardpan where possible and slab on -grade floors may be supported on twelve inch minimum depth of structural fill above the native soil subgrade. E. PERMANENT STRUCTURE RETAINING WALLS Both foundation and free standing retaining walls backfilled on only one side must be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill where the active and passive earth pressures are computed using the equivalent fluid pressures: Active Earth Pressure: 40 pcf (dry) Passive Earth Pressure: 300 pcf (dry) Coefficient of Friction 0.40 Soil unit Weight: 130 pcf Soil Bearing Capacity: 3000 psf founded on dense glacial till. For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent retaining walls only. The passive pressure given is appropriate for the depth of level structural fill placed in front of the retaining wall only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 6 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 i civilsiteolan.com (206)669-5218 off adjacent foundations will be exerted on the walls. Where these conditions exist, those pressures should be added to the above lateral soil pressures. Heavy construction equipment should not be operated behind retaining or foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. F. RETAINING WALL BACKFILL Backfill placed behind the retaining walls must be not less than 12 inches thick and consist of coarse free draining structural backfill containing no organic material and graded as follows: 100% less than 4", 25-70% passing No. 4 sieve, less than 5% passing No. 200 sieve. The on-site native sandy soils may be used as wall backfill directly behind the foundation walls if a minimum 12 inch width of free draining soil (such as imported builder's sand or pit -run sand and gravel) and/or a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites may be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 7 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t CCD' civilsiteplan.com (206)669-5218 off G. FOUNDATION AND RETAINING WALL FOOTING DRAINAGE We recommend that foundation drains be placed at the base of all foundation/earth-retaining walls. These drains should be constructed with a 4 -inch diameter perforated pipe set on a 2 -inch minimum thick bed of washed rock and covered with a at least 6 inches of washed rock. The washed rock must extend at least 12 inches beyond the outside edge of the footing and at least 6 - inch minimum above the top of the footing. The rock must be 1/4" to 1-'/2" washed drain rock covered with a non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, the perforated pipe invert should be at least 6 inches below the bottom of any slab or crawlspace floor, and it should be sloped 0.5% for drainage. The building roof drains must not be connected to the footing drains, except that both the footing drains and the roof drain may be attached to the same pipe in accordance with the following "Footing Drain & Roof Drain Connection Detail". RESIDENCE FINISHED RESIDENCE FLOOR FINISHED CRAWLSPACE FLOOR ABOVE CROWN OF PERF. PIPE 12" MIN. THICKNESS FREE DRAINING GRANULAR BACKFILL EXTENDED TO 18" BELOW FINAL GRADE SLOPE FINAL GRADE AT 1/2" PER FT. MIN. 6' MIN. AWAY FROM BUILDING 4" SOLID DOWNSPOUT DRAIN PIPE SLOPING 2.0% MIN. 6 4" PERF. FOOTING DRAIN TO POSITIVE OUTFLOW, S=0.5% 4" SOLID DRAIN PIPE SLOPING 2.0% MIN. PVC 5,2.09, MIN. ROOF AND FOOTING DRAIN PIPES MAY BE CONNECTED AT 5' MINIMUM SETBACK TO BUILDING FOOTING AND AT LEAST 6 INCHES LOWER THAN FOOTING DRAINS AND CRAWLSPACE FLOOR EXTEND DRAIN PIPE TO DISCHARGE INTO STORM DRAINAGE SYSTEM IN PRIVATE ROAD (MATCH PIPE CROWNS TYP) FOOTING DRAIN NOTES: 1. FOOTING DRAIN GRAVEL SHALL BE POORLY GRADED 1/2" TO 1-1/2" WASHED ROCK, AND SHALL EXTEND AT LEAST 12" MINIMUM BEYOND THE OUTSIDE EDGE OF THE FOOTING AND 6 INCH MINIMUM ABOVE THE TOP OF THE FOOTING. 2. THE PERFORATED PIPE SHALL BE 4" DIAMETER SLOTTED CORRUGATED POLYETHYLENE, PLACED ON A 2 INCH MINIMUM THICKNESS BED OF WASHED ROCK, AND SHALL BE COVERED WITH NOT LESS THAN 6 INCHES OF WASHED ROCK. 3. THE FOOTING DRAIN GRAVEL SHALL BE COVERED WITH GEOTEXTILE FILTER FABRIC (MIRAFI 140N OR EQUAL). FOOTING DRAIN & ROOF DRAIN CONNECTION DETAIL NOT TO SCALE Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 8 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t@civilsite_plan.com civilsiteplon.com (206)669-5218 off IV. PROFESSIONAL ENGINEERS CERTIFICATION This report was prepared for Cary Lang Construction Inc. for use in the planning and design of this specific site and project. Our recommendations and conclusions are based on observed site conditions and our knowledge of subsurface soils near the site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services, budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except where specifically described in this report. This report should be considered a limited evaluation of existing conditions, and our report conclusions and interpretations should not be construed as a warranty of subgrade conditions. Within the limitations of scope, schedule and budget for our services, we have striven to take care that our work has been done in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. January 25, 2018 Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 9 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 icivilsitenlan.com (206)669.5218 off V. APPENDIX A. SOIL CLASSIFICATION CHART (ASTM D2487) B. LOT 4 SITE PLAN Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 10 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 1( civilsitealan.com (206)669-5218 off APPENDIX A SOIL CLASSIFICATION CHART (ASTM D2487) Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' COARSE-GRAINED SOILS (Sands and Gravels) - more than ° 50% retained on No. 200 (0.075 mm) sieve FINE-GRAINED (Silts and Clays) - 50% or more passes the No. 200 (0.075 mm) sieve Soil Classification Group Symbol Group Nameb GRAVELS More than 50% of coarse Fraction retained on No. 4 Sieve CLEAN GRAVELS < 5% fines Cu> 4 and 1 < Cc < 3e GW Well -graded gravel i Cu < 4 and/or 1 > Cc > 3e GP Poorly -graded gravelf GRAVELS WITH FINES > 12% of finesc Fines classify as ML or MH GM Silty gravelf g h Fines classify as CL or CH GC Clayey gravelf g h SANDS 50% or more of coarse fraction passes No. 4 Sieve CLEAN SANDS<5% finesde C">6and 1 <Cc<3 SW Well -graded Sandi Cu < 6 and/or 1 > Cc > 3 SP Poorly -graded sandi SANDS WITH FINES > 12% finesd Fines classify as ML or MH SM Silty sands'h°' Fines classify as CL or CH SC Clayey sands,h°' SILTS AND CLAYS Liquid limit less than 50 Inorganic PI > 7 and plots on or above "A" line] CL k,1,m Lean clay PI < 4 or plots below "A" lines ML Siltk,l,m Organic Liquid limit -oven dried <0.75 OL claykOrganc" Liquid limit -not dried Organic siltk,l,m,o SILTS AND CLAYS Liquid limit q 50 or more Inorganic PI plots on or above "A" line CH Fat clayk°1°m PI plots below "A" line MH Elastic siltk•1•m Organic Liquid limit -oven dried <0,75 OH Organic clayk°1.m.P Liquid limit -not dried Organic clayk,l,m,P firoHighly fibrous organic soils Primary organic matter, dark in color, and organic odor Pt Peat Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 11 T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 t(q�civilsitenlon.com (206)669.5218 off SOIL CLASSIFICATION CHART NOTES: a. Based on the material passing the 3 in (75 mm) sieve. b. If field sample contained cobbles and/or boulders, add "with cobbles and/or boulders" to group name. c. Gravels with 5 to 12% fines require dual symbols: GW -GM, well -graded gravel with silt GW -GC, well -graded gravel with clay GP -GM, poorly graded gravel with silt GP -GC, poorly graded gravel with clay d. Sands with 5 to 12% fines require dual symbols: SW -SM, well -graded sand with silt SW -SC, well -graded sand with clay SP -SM, poorly graded sand with silt SP -SC, poorly graded sand with clay e. Cu = D6o\Dio Cc = (D30)2/(D1o)(D6o) [Cu: Uniformity Coefficient; Cc: Coefficient of Curvature] f. If soil contains > 15% sand, add "with sand" to group name. g. If fines classify as CL -ML, use dual symbol GC -GM, SC -SM. h. If fines are organic, add "with organic fines" to group name. i. If soil contains > 15% gravel, add "with gravel" to group name. j. If the liquid limit and plasticity index plot in hatched area on plasticity chart, soil is a CL - ML, silty clay. k. If soil contains 15 to 29% plus No. 200 (0.075 mm), add "with sand" or "with gravel," whichever is predominant. 1. If soil contains > 30% plus No. 200 (0.075mm), predominantly sand, add "sandy" to group name. m. If soil contains > 30% plus No. 200 (0.075 mm), predominantly gravel, add "gravelly" to group name. n. PI > 4 and plots on or above "A" line. o. PI < 4 or plots below "A" line. p. PI plots on or above "A" line. q. PI plots below "A" line. Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 12 • ., T.L. SCHRIEVER, PE, PLS, Land Development Engineering PO Box 33, Woodinville, WA 98072 icivilsitealan.com (206)669-5218 off 51-77E nAN /1.3•01i Lot 4, Lai Short Plat Geotechnical Evaluation Report 01/25/2018 Page 13 ;EAMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0026 PROJECT NAME: CARY LANG - HAN #4 SITE ADDRESS: 14415 45 LN S X Original Plan Submittal Response to Correction Letter # DATE: 01/29/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: b:\ kV/ 1\9114 uilding I ivisibn t}v kw/ 11/061 Public Works R -m Fire Prevention Structural n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) !lb1 2018 Planning Division le Permit Coordinator II DATE: 01/30/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: \AA tat �' iP [X . i �,�/i DUE DATE: 02/27/18 n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Ci of Tukwila CERTIFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web sits: http://www.TuicwilaWA.gov 1 Part A: To be completed by a Oadd7 Wont iption showing hydrant lobation and Size of main): • "EST NO.: This certificate is for the purposes of 17 Residential Building Permit , D Preliminary Plat 0 Short Subdivision 0 Commercial/Industrial Building Permit [] Rezone 0 Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the losest point of sti ucnu'e is ft Area is served by (Water Utility District): ! Owner/Agent Signature Part B: To be cern tp etest b ars[ tefiti¢y district 2,4732/61__ D. 1. 1T�he proposed project is within .i 2. .tel) No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive pian or to [meet the tnini►inum flow requirements of the project lore connection and to meet the State cross coruneciien control requirements: (City/County) (Use separate sheei [}° mare reem isne 4, Based upon the improvements listed above, water can be provided and will be available at the site with a flow ofV gpm at 20 psi residual for a duration of 2 how at a velocity of . 1 O fps as documented by the attached calculations, 5. Water availability: 11.4 Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in item B.2 are met. System is not capable of moviding seraier to this pr9}ect. RECEIVED CITY OF TUUKWILA JAN 292010 6.----RERMIT.GENTER 15Ftzrua_thattrEatscnrcritiaa_ _L-1._„5: By Lirate ✓xPtiES i "25—I9) Agency/Phone 2c ' 21_ 1 2_ ,51.17 dL9 -0f 1 S p" f"i !1 P I nN 1 i= 3460 S 148th Suite 100 c 4 4 Seattle, WA 98168 _rem Phone: (206) 242-3236 Fax: (206)242-1527 Rcpt. No. .- 9 2..\ 2-3 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 ,Certificate of Sewer Availability OR 0 Certificate of Sewer Non-Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ■ Preliminary Plat or PUD Short Division Rezone a Other Proposed Use: ■ Commercial residential Single Family • Residential Multi-Family al Other Applicant's Name C A,1 \ N,,,' Phone Number Zo (..42-1. S"(:$55- olsProperty PropertyAddress Hy Is Li5th Lry S Tax Lot Number ppy0o0,0. e g Legal Description (Attach Map and legal Description if Necessary ); Part B: (To be Completed by Sewer Agency ) A Sewer Service will be provided by side sewer connection only to an existing (o' 1. �a size sewer p _ feet from the site and the sewer system has the capacity to serve the proposed use. OR II b. Sewer service will require an improvement to the sewer system of: a (1) feet of sewer trunk or lateral to reach the site; and/or a (2) The construction of a collection system on the site and/or ■ (3) Other (describe) 2, Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive C' plan, OR 0 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 has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: Permit $ 1 ° 0 . o o GFC: $ i , 033 SFC: $ I Unit: $ Total $ 4 1-j- . po (Subject Either a I in County/METRO Capacit Charge may be due upon connection b. Easements: a to Change on January 1st) Char• - SWSSD or Midway Sewer DistrictIVEfl to sewers. Required May be Required TUK�IIIL JAN 2 9 2018 c. Other ( PERMIT CENTEI 1 hereby certify that the a ove sewer agent n a ion is true. This certification shall be valid for one from the date of signature. year By 7 INS. 1„..1.....4,1 . Title S Gw--e-,' n, S e.tc,t J r Date .1 . 2y • Loi 8 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. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature VL_* . ' I!t• ; Date ///'b/ Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila (aCity"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further,no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary perrnits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance' of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date Date CARY LANG CONSTRUCTION I Home Espainol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Search L&I Page 1 of 2 A 11 A-% Index Help My i.&1 Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. CARYLCI101OF Effective -- expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co Policy no. BIS00028853 $1,000,000.00 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 3/7/2018 0 0 6 0 z 0 0 L: \Working\R15590 — LAI Short Plat\CADD\Drawings\BUILDING PHASE\LOT4\C1.dwg 0 0 0 Jan 23, 2018 — ti 5' WOOD FENCE HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. Know what's below. CaII before you dig. 0 4, UTILITY EASEMENT KC REC. #20161222000941 - 302 -- '����■�..r*�..�..r�,�,�,��r �� N87°549"W 128.89' • ® ®a • ,.�,� • Sri � o06 I CLEARING LIMIT 4,851 SF = 0.11 ACRE) TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS'SHEET These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: 's;. By: I SVIIZ Ohtirt EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) FRONTAGE IMPROVEMENTS 150 0 AND SITE INSTALL CONS#RUCTION ENTRANCE PER DETAIL THIS SHEET N87°5149"W 128.88' 10' UTILITY EASEMENT KC REC. # 20161222090942 TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE 4' I GRESS,'EGRESS UTILITY EASEMENT KC REC. #.201612220094 J If - ND. 1/2" REBAR & AAROE LS 6012 0.4'W OF PROPERTY 00 to Per olt No � 1 ) I Pg 00 Plan review approval Is sub to errors and omissions. Approval of construction do uments does notiuthorize the violation of any adobteqcode or ordinance. Receipt of anprnvnd Finlrl f` { / and rnnriifinn° In o..bnQ.y1192136d. By: Date: 5/7�/f! City of Tukwila BUILDING DIVISION 1 NOTES: CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS NOTES: 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. SEPARATE PERMIT REQUIRED FOR: o M anical Eiectrfcal 0 Plumbing © Cns Piping My of Tukwila n , DIVISION CATCH BASIN CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 11 it 6' MAX. 4117-1 POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED and nvay Tariff 1 TlB 11 rll �9ei3Y¢tsm. a owe Vans plan mean! tees, r 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. GRATE SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE '',1111•1111111111111111•14•111111111 gill I II OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM ti THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 of Tukwila LEGEND UNDISTURBED GROUND EXPIRES: ! 4/It RECEIVED CITY OF TUKWILA JAN292018 PERMIT CENTER PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE — EX. EASEMENT REFERENCE SHEET NO. Cl SHEET 1 OF 2 SHEETS CD J TESC PLAN AND DET 01-25-2018 0 CO z 1- d 0 W z 0 0) w 0 z z Q CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION m W 0 z 0 L:\Working\R15590 — LAI Short 0 a0 n 25, 2018 — 10:00am 2 FENCE 10' UTILITY EASEMENT KO.REC. #20161222000941 5'BSBL'', d•. FOOTING DRAIN ssse� ROOF OVERHANG lgy N87°5149"W 128,89' LOT 4 PROPOSED SINGLE FAMILY RESIDENCE FFE=305.50 N87°5. SS GARAGE=305.00 1 '9"W 128.88' EX. 6" SIDE SEWER 10' UTILITY EASEMENT KC REC. # 20161222000942 O. CONNECT TO . EX. IDE SEWER ST IE=297.00 (FIELD VE CONNECT TO Ex; STORM DRAIN S IE= 99.00 (FIELD VE CB FND. 1/2" REBAR B CAP AAROE LS 6012 0.4'W OF PROPERTY LINE .9 q . SITE :B CH CATCH : SI EL=301.. ON`VECTTO X. WATER SERVICE .TUB ARK oN 24' INGRESS/EGRESS & UTILITY EASEMENT KC REC. # 2016122200940 CONSTRUCTION NOTES: 0 INSTALL 8 LF 6" ADS N12 TIGHLINE @ 2.00% MIN. O CONSTRUCT (2'W x 10'L x 1'D) PERFORATED TIGHLINE STUB -OUT PER DETAIL 1 ON THIS SHEET 0 INSTALL 8 LF 6" ADS N12 SD COLLECTOR @ XXX% ® INSTALL CB OR YARD DRAIN WITH SOLID LID RIM=303.00, IE (E)=300.90, IE (W,S)=301.00 O INSTALL 10 LF 4" PVC SOLID FOOTING DRAIN COLLECTOR @ 2.00 MIN. © INSTALL 9 LF 4" PVC ROOF DRAIN COLLECTOR @ 2.00% MIN. O INSTALL 55 LF 4" PVC SIDE SEWER @ 2.00%. PROVIDE CLEAN OUT AS REQUIRED VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED ® INSTALL 33 LF 1Y" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER NEW 1" WATER METER INSTALL BY WATER DISTRICT #125 (WATER METER LOCATED AT S 144TH STREET) 10 UTILITY TRENCH (POWER, TEL & CAN) CONSTRUCT 20' WIDE CONCRETE DRIVEWAY SEE LEGEND Know what's belOW. 10HORIZONTAL G0RAPHIC5SCALE10 Call before you dig. 1 inch = 10 ft. FOUNDATION NOTES: 4" PVC DOWNSPOUT DRAIN LINE BACKFILL PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A —A NATIVE FILL WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC J.-EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" -1 1/2" 24" TRENCH X-SECTION NTS FUTURE HOUSE 0 PLAN VIEW OF ROOF NTS PERFORATED TIGHTLINE STUB OUT SCALE: NONE PARCEL NUMBER 0040000398 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. APPROVED JAN 312010 City of Tukwila PUBLIC Works IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,037 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) WALKWAY 26 SQ. FT. DRIVEWAY 468 SQ. FT. TOTAL 2,531 SQ. FT. 2,531 / 6,508=0.3889 X 100% = 38.89% IMPERV. SURF. COVERAGE CONNECT TO LOT ROOF DRAIN STUB J `— 2' X 10' LEVEL TRENCH C\._ WITH PERFORATED PIPE, TO BE INSTALLED AT THE TIME OF BUILDING PERMIT CATCH BASIN OR AREA DRAIN WITH SOLID LID REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 City Of Tukwila RECEIVED ,1111..DING QI';/I� IC.1' CITY OF TUKWILA LEGEND JAN 29 2018 PERMIT CENTER PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — — ADJACENT PROPERTY LINE ROOF OVERHANG LINE EX. EASEMENT 4" CONCRETE PAVEMENT PROPOSED RESIDENCE ] PROPOSED INFILTRATION TRENCH REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS W = W Q co U)co LLI w z < J 1 _ ©C J LC) el' Q/� Z J EL Q J E U� W Z Q c0 cn cn W CO rI O N 6 N ri CO eze[ 1- REVISION DESCRIPTION DESIGNED BY: zt[[ 1- H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR Lu 0 NOTES BUILDING CODE: 2015 INTERNATIONAL BLDG. COPE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 NTERNATIONAL RESIDENTIAL COPE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 P6F FLOOR LIVE LOAD • 40 P8F FLOOR DEAD LOAD • 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II T r-t: V OCCUPANCY GROUP, R-3 DESIGN CRITERIA TABLE R3012(1) GROU0 SNOW LOAD WIND DESIGN SEISMIC DE8KaN CAT�� SUBJECT TO DAMAGE F1aCM UlIN1ER DESIGN 'IEMP. ICE SHIELD � - LAST REOJIRID FLOOD HL4XARD6 AIR FREEING MEAN AIWU)IL TEMP SPEED (MPH) TOPOGRAPHIC 1EFFECTS SPECIAL WIND REGION WIND -BORE DEBRIS ZONE T FR78T IKE DEPTH SITE INDEX 25 110 PI/D2 MOD 18 CP 11 NO LOCAL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE 8UEIMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE • GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION PE81GN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF, EXTERIOR FOOTINGS SHALL BEAR IS' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACICFILL TO BE THOROUGHLY COMPACTED. TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMFRESSIYE STRENGTH (F'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMMENF WALLS, FOUNDATIONS 4 OTHER CONCRETE NOT EXPOSED TO THE LLEATI ER. 2,500 pal BASEMENT SLABS 4 INTERIOR BLAB CN GRADE, EXCEPT GARAGE FLOOR SLABS. 2500 pal BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE UEATIER 3000 psi (5% to 1% air entrekied PORCHES, CARPORT BLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3//J00 pal (5% to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A6I5 GRADE 40. UNO. (SEE STRUCTURAL) ATION BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL. BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSCN STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AUJPA M4. (END CUT SOLUTION BY WO-MANIZED WOOD) PER IRC R311.1.1, FASTENERS FOR PRESSURE FRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL 8E OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEF'T UJHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (8) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/S NCH PORTLAND CEMENT PARGNG APPLIED TO THE EXTERIOR OF THE WALL THE PARSING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE CP THE FOLLOWING: L BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 14' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C S81. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARSING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROGFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF TI4E WATERPROOFING MATERIALS LISTED N SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN 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 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: L 2-PLY HOT -MOPPED FELTS. 2. 55 POUND ROLL ROOFING- 3. 6-MIL POLYVINYL CHLORIDE. 4. 6-11IL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. 1. ►'e' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. S. 60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS 18 PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ABTA D 44e. HOT ASPHALT SHALL SE APPLIED AT A i trl1Ei. ATURE OF LESS THAN 200'P. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL 8E LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. TOPPING 4 FI DRAFTBTOPPING R302.I2 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPNG SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER TI4E FOLLOWING CIRCUMSTANCES: L CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS- i T rt OPEN -WEB OR PERFORATED MEMBERS. DRAFTBTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRS SECTION R302.12.1. FIREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED 70 CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKNG SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION N THE FOLLOWING LOCATIONS: L N CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. N CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM CP THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRS SECTION R302.1 (t'2' GUS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE A6TM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRS SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 18 REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRS SECTION R3021LI LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. ALL CCNBTRUCTI MG ,•.FNFQAI ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(U GYPSUM WALL BOARD AT INTERIOR WALLS TO 8E FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TAME R10235 THIdQ€66 O= G1P81M BOARD OR GYPeUM PANEL PRODUCTS (11.4:1-ES) APPLICATION ORIENTATION OF GYPSUM BOARD OR GYFC 11 PANEL PRODUCTS TO FRAMING 1 SPACING Or FRATIM METERS (INCHES OD) M4XIMl- SPACING OP PADTEERS (INCHES) 612E CP NAILS FOR APPLICATION woo oo Mamma 1I advhn SCREWS 3�' CEILING - PERPENDICULAR 24 1 12 19 GAGE, I-V4' LONG. 19/64' HEAR OSSIP PIA, 1-V4' LONG, /0 LAR- RINGED, OR 4d COOLER NAIL, ODE& DM., 1-30 LONG, 1/32' HEAD. U4W.d_ EITHER DIRECTION 24 8 {6 CEILING EITHER DIRECTION 16 1 D 13 GAGE,1-3/8' LOrYA 19/64' HEAD, SIDES' DIA.1-V4' LONG, ANNULAR - ROWED, OR Sd COOLER NAIL, D6'66' DIA, I-6/8' LONG, DAM' HEAD, OR GYPCIUI BOARD NAIL, SIDS@' DIA, 1-1/8' LOFTS, 9132' MEAD. UTALL EITHER DIRECTION 24 0 to UTAJ.1. EITHER DIRECTION }6 0 16 6/8' CEILING EITHER DIRECTION 16 1 12 V' GAGE I-13/8' LONG, 10/64• HEAD, 0ID019' DIA, 1-3/6' LONG, AM4L-AR- R243E2, OR id COOLER TALL. 0262' PIA, 1-1/8' LOG, V4' HEAD, OR CEILING PERPENDICULAR 24 1 12 GYPB411 BOARD NAL, 0ID94!" DIA.1.1/S' LONG, t0/64' HEAP. TYPE X AT GARAGE CLG 9EhEATH HHABITAME ROOMS PERPENDICULAR 24 6 6 1-1/B' LOP* id COATED NAILS CR ECiIIVALENT DRfLLWLL BG. SORES SHALL COMPLY WMH SECTION R11329D1 tt14LL EITHER DNRECTION 24 8 12 U3 GAGS, 1.6/6' LOHGH 16/64•-HEAD, cogs' DL41-3/S' LONG, AMR AP- RAY9ED, OR 6d COOLER NAIL, 0IDS2' DIA, 1-1/8' LONG, V4• HEAD, OR GYPSUM BOARD NAIL, COOP DIA I-1/6' LONG. 10/64' HEAD. U141.J. EITHER DIRECTION t6 8 I6 APPLICATION WITH ADHESIVE 9�, CEILUYa FERPRII3ICULAR 16 16 16 UM SANE AS ABOVE FOR 3/0' GYPSBOARD 40 GYPSUM PANEL PRODUCTS. UAALL EITHER DIRECTION 16 16 24 Ur OR 6/8' CEILING EITHER DIRECTION 16 16 16 SAFE AS ABOVE FOR V2' AND 6ro' GYPSUM BOARD AND GYPd11 PANEL PRODUCTS, RESPECTIVELY. CEWRiri PERPENDICULAR 24 12ib Ut4LL EITHER DIRECTION 24 IS 24 TWO 3/6 LAYERS CEILING PER'ENDlou AR 16 16 16 BASE PLY .NAILE=.At, ABOVE POR 4 GYPe&M BOAR AN" Grreuti IJJN.L EITHER DIRECTION 24 24 24 PANEL PRODUCTS, PACE PLY INSTALLED W 4 ADHE6IVC. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER ANA LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION MPS) 8d COMMON (0131' DIA, 2-I/2' LENGTH), 8d BOX (0113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA, 3' LONG) 10d BOX (0.128' PIA, 3' LENGTH), I601 COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0096' DIA., I-5/8' LONG ), bd COOLER (0092' DIA, I-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTER PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF 4 - Fb•915 pal, Fv•150 pis', Fc•1300 pal, E•1300000pel HF'2 - Fb•915 psi, Fv150 pal, Fc•1300 pal, E•I300000pei DEA 1 4X 6X OR LARGER DF-L'2 - Fo-500 per, Fv•I80 pal, Fc•1350 psi, E■1600000pei DF-L'2 - R'.S15 Pei, Fv110 per, Fc•600 psi, E■1300000poI STUDS HP '2 - Fb•915 pal, Fv150 pal, Fc•1300 pal, E•1300000pei HF'2 - Fo•915 pet, Fv150 psi, Fc•1300 pal, E•1300000pa1 2X4 2X6 OR LARGER POSTS HF'2 - Pb•915 pet, Fv150 psi, Fc•I300 pet, E•1300000pe1 HF'2 - Fb•S15 per, Fv■150 pal, Fc■1300 per, E•1300000pel DF-L'1 - Po•1200 per, Fv110 psi, Fc•I000 pal, E•1600000pel 4X4 4X6 OR LARGER 6X6 OR LAF0SER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-v8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 165 P81, Fe • 650 PSI (PERPENDICULAR), E • 1,000000 P&I. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv • 290 PSI, Fc • 150 P81 (PERPENDICULAR), E • 2,000000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,600 P81, Fv • 285 PSI, Pc • 150 PSI (PERPENDICULAR), E • 1,900000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 P61, Fe • 680 PSI (PERPENDICULAR), E • 1,300000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL EIE LISTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH A8 SIMPSON ITC) TO ENSURE THAT THE i144288 BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/UJALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON i 6' 0.C. i PANEL EDGES AND 12' 0.C. IN FIELD UN.O. ON SHHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL 15E Se COMMON AT 6' 0.C. • PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL 8E 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLABH1NGB SHALL 8E INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WNDOW AND DOOR OPENINGS N SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS CF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR T o=44cB, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOP INTERSECTIONS. 1. AT BUILT-IN GUTTERS. OR DOORS. WINIDCws AND SKYLIGHTS WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.I EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS, AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND REBrU IF OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY 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 SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF200SQFT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING CF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL 1-EIGHT: IN DWELLING UNITS, WHERE THE TOP OF THE SILL OF AN OPERABLE WINDOW OPENING IS LOCATED LESS THAN 24' ABOVE THE FINISHED FLOOR AND GREATER THAN 12N ABOVE THE FINISHED GRADE OR OTHER SURFACE BELOW ON THE EXTERIOR OF THE BUILDING, THE OPERABLE WINDOW SHALL COMPLY WITH ONE OF THE FOLLOWING: I. OPERABLE WINDOWS WITH OPENINGS THAT WILL NOT ALLOW A 4' DIAMETER SPHERE TO PASS THROUGH THE OPENING WHERE THE OPENING IS IN ITS LARGEST OPENED POSITION. 2. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH AS1M F 2050. 3. OPERABLE WINDOWS THAT ARE PROVIDED WITH WINDOW OPENING CONTROL DEVICES THAT COMPLY WITH SECTION R31222. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRS SECTION R308A I. SIPE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 151-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, 140T TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 SF. AND LESS THAN IS' ABOVE FINISHED FLOOR 6. GLAZING IN GUARDRAILS 1. GLAZNG LESS THAN 1S' ABOVE FINISHED FLOOR 8. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIN AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. INSULATION AND MOISTURE CTION GENERAL MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFAZED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-I0 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD NDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRS R316. 3. SHALL ONLY SE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS, AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (0006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. INSPECTIONS AND •`=', its i.. F'08TING OF CERTIFICATE WBEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISIkNtuD DESIGN PROFESSIONAL AND POSTED ON A WALL N THE SPACE WI -ERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION IN810E THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (BLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHOO) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THEM IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE 111-t9 NAND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED INVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD EL3ECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL BE NOT BE LISTED FOR GAS -FIRED INVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. EXCEPTION, DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. DUCT LEAKAGE TESTING: DUCTS SHALL 8E LEAK TESTED N ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. 1UILDNG AIR LEAKAGE TESTING 205 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS CP SECTIONS R402.4.1 THROUGH R402.4,4. • MG NOTES: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS It OF AN NCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED N SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS NOR ON ESUILDNGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 45 OF AN NCH N TI4E LEAST DIMENSION. LIGHTING WSEG SECTION R404 R404J INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRS INTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. 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 IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRO EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING CP THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRJNG. 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. MG AND NOTCHING STUDS PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL Be N ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL ESE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO 8E NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING H0LE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN Ns NCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION ABA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BOLD. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION: USE OF APPROVED amp SHOES I8 PERMITTED WHERE TH4EY ARE INSTALLED N ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602..1 WHEN PIPING OR DUCTWORK IS PLACED NOR 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 0054 NCH THICK AND 1-1/2' INCHES WIDE SHALL ESE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PART THE OPENING. SEE FIGURE R602.6.1, EXCEPTION: WHEN THE ENTIRE .SIDE CP THE WALL WITH THE NOTCH OR CUT 18 COVERED BY WOOD STRUCTURAL PANEL BHEATH11.0. REVIEWED FOR ONECOMPLIANCE APPROVED MAR 0 5 2018 City of Tukwila RECEIVED CITY OF TUKWILA JAN292018 PERMIT CENTER ALL GLAZING TO BE IN COMPLIANCE UJITH T4-4E 2015 WASHINGTON STATE ENERGY CODE. GLAZING L VIERI1CAL -FACTOR_ OVS•EAD VAULTED CEILING FLOOR 028 050 R-49 R-38 R-21 NT R-2I R-38 R-I0 2' 415 45TH LANE SO 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: L2.2802.2R Date: 2015 OOF JATTIC V NTIL4TION CALCULATION'S NT GAT 1) 24 I WI-10L E SOUSE VENTILATION! SYSTEM SEC. MI501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UF'PER PORTION CF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE CF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRK 906.I ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL. HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH les' MN. 4 114' MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETUEEN INSULATION AND ROOF SHEATHING 0 VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A PONT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA I) 1,611 SQL FT. OF ATTIC AREA/300 • 551 San. OF VENTILATION REQUITED (802 8Q. NCHES) UPPER VENTS • 401 Sq. In. (9 AF50 VENTS) LOVER VENTS ■ 401 Sq. In. 23 EAVE VENTS x 12' PER BLOCK • 408 Sq. In. 3 AF50 VENTS x 50' PER VENT • 150 9q. In. LOWER ROOF - GARAGE: (AREA 2) 52 SQL FT. OF ATTIC AREA/300 • .11 SQ. FT. OF VENTILATION REQUIRED (26 SQL INCHES) EAVE VENTS • 13 Sq. In 2 EAVE VENTS x 12' PER BLOCK • 24 Sq. h OFFER VENTS • 30 Sq. In. (CONT. ROOF-2-Ui4LL VENT) 85 SQ IN. X 2 15-(TRUSS SAY)■ Il SQ. IN PER TRUSS BAY 13 SQL IN. REQUIRED/ TI SQL IN• 2 BAY$ 1OU1ER ROOF - PORCH: (AREA 3) NOTE: UPPER ROOF VENTING PROVIDED BY 1'xl0' AF50 ROOF VENTS. (501 IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 I/8' DIAMETER BIRD HOLES' PER EAVE BLOCK (4)-2 I/8' DIA HOLES • 14.16 SKI. In. w/O MESH NFA w/ MESH • 12' Bq. In. FER BLOCK 44 SQ. FT. CF ATTIC AREA/300 • .14 9Q. Ft. OF VENTILATION REQUIRED (22 SQ. INCHES) EAVE VENTS • 118q. In. 1 EAVE VENTS x 12' PER BLOCK ■ 12 Sq. In. UPFER VENTS • 30 eq. In (CONT. ROOF-2-WALL VENT) 85 9Q IN. X 2 LF(TRU85 BAY). TT SQ. IN. PER TRUSS BAY 30 SQ. IN. REQUITED/ 11 SQL IN• 2 BAYS NOTE: UPPER ROOF VENTING PROVIDED BY COR-A-VENT ROOF-2-WALL VENT (85 SQL N. PER LINEAL FT.) NOTE: UPPER ROOF VENTING PROVIDED EY COR-A-VENT ROOF-2-WALL VENT (85 SQ. IN. FER LINEAL FT.) COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. N. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIPE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) w 30'-0' (15 EAVE VENTS) el (AREA 1) -41 (AREA 2) 19'-0' (2 EAVE VENTS) 5. i (AREA 3) IP 0' (1 EAVE VENT i COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. NET FREE VENTILATION AREA FER LINEAL FOOT. (CUT I' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) r'ECHANICAL. HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO ESE USED AS A BEDROCM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH AC F88 ONLY, THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAB. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS' ABOVE THE FLOOR LEVEL TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, 1 T1-' L VENT, i T1-t B GAS VENT OR TTI-t BW GAS VENT SHALL BE INSTALLED IN ,ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'9 INSTALLATION N9TRUCTIONB AND APPLICABLE CODE REQUIREMENTS. A i Tr-t L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF CF TIE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR I. WHERE THE EXHAUST DUCT 16 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET CF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CPM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET 16 DESIGNED FOR THE INSTALLATION CF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER Al-f-K. MEANS. mwa • 100 8Q INCH TRANSFER GRILL PER IRK G2439.4 (614.6) 24 AS AMENDER BY WASHINGTON STATE VENTILATION SYSTEM. SEC. MIS01 MI501.1 GENERAL WHERE LOCAL EXHAUST OR UA4OLE-Id0U6E MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED N ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION CF AIR. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROC IS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM UNOSE-HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.1 THROUGH MI50133. MI5013.1 SYSTEM DESIGN EACH DUELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION MI5013,4, MI50133, MI5013.6 OR M150136.1. COMPLIANCE IS ALSO PERMIT Itw TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ABHRAE STANDARD 622. MI50132 CONTROL AND OPERATION I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER Of THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHU11IDI9TAT8, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUSWHOL.E•HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATIONS SYSTEMST SHALL OPERATE CONTINUOUSLY AND ESE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL I3E PERMITTED AS A N OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VETILATION SYS6TEM WITHOUT ENERGIZING OTHER ENERG-CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT REAPS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXI-IAJJ8T FANS, FORCEP-AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY-CONSUMNG APPLIANCES. 53. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE 1 T rE OF CONTROL TIMER INSTALLED. 5A THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATED AT LEAST ONE HOUR CUT OF EVERT FOUR. 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-14OUR CLOCK TIMER. 5.6 51 AT THE TIME OF FNAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN 4000RDNG TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M1501321 OPERATING N87RUCTIONB INSTALLERS SHALL PROVIDE THE MANIFAC7URER'9 N9TALLAtt0N, OPERATING INSTRUCTIONS, AND A UJHOLE-HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. MI50133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE MI50133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 18 PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM I-I48 CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-14OUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). M150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF T1418 SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. MI50135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION 81E7EMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABI7A8LE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OP THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM CP THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A RJRNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M60132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 111501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM R-4. MI501353 OUTDOOR AIR INLETS, INLETS SHALL 8E SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTI-ER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 80 AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET I8 3FT 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 WAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENNG IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACER, OR GARAGES. M1501r4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED N EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL ISE DESIGNED TO HAVE A CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN A000RDANCE WITH TABLE M1501.4. M1501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cFm A7 025 INCHES. WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 am AT 025 INCHES WATER Ale• FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED A8 PER HVI 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 18 USED TO SATISFY THE LOCAL EXHAUST REQUIRErkNTES FOR KITCHENS, THE RANGE 1400D OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 eltn AT 0.10 INCHES WATER GAUGE. MI501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDI8TAT8, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. T ::� M00133(1) CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION SYSTEM AIR FLOW RATE REQUIREMENT& DWELLING UNIT FLOOR AREACSF.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 90 1,501-3000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-0, 000 15 90 105 120 135 6000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 T r = ME+0133(2) INTERMITTONT WHOLE HOUSE MECHANICAL VENTILATICN RATE PACTOPIS RUN-TIME % IN EACH 4-HOUR SEGMENT 25% 33% 5095 66% 15% 100% FACTOR 4 3 2 1.5 13 1.0 Mib01A MINIMUM RECLIIRED LOCAL EXHAUST RATES FOR ONE- AND TWO-FAMILY DWELLINGS AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfln INTERMITTENT OR 25 efin CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cnn20 efINTERMITTENT OR tn CONTINUOUS 2ipE Y CODE COMPLIANCE AND OPTIONS 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 406.2 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c • 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U■020 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.1. 4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (10 CREDIT) - GAB, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 9496, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY 714E OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT 1 rt-t AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT I.15 GPM OR LESS. ALL OTHER LAVATORY FAIIr.FTB SHALL BE RATED AT (0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - 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 MNIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS CF 85 THERMS OR 2000 kU.h BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'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 TIC AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. REVIEWED OR WJE COMPLIANCE APPROVED MAR 0 5 201e L)IF F'li Tukwila RECEIVED CITY OF TUKWILA JAN 29 2018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: MASONRY VENEER - GENERAL NOTES PER SEC. R103.I2 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.13 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 123 OF INS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE NSTALLEP IN ACCORDANCE WITH SECTION R103.1.I, ARTICLE 3.3C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S NSTRUCTIONS. - 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 0.01.3-INCH OR 26-GAGE GALVANIZED OR PLASTIC WITH A MNIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SHALL BE NSTALLED TO EXTEND A MINIMUM Cl 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITI-I SECTION R103.4. - WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF TI-IE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION R103.122. TYP PER SIDE IF SITE REQUIRES 12 ROOF DRIP EDGES PER SEC. R3052.3.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP L BARRI W TI OVE TANT SHEATHING OR. SUBSTRATE FINISH SIDING GSM TRIM FLASHING WITH s" MIN. VERTICAL LES HORIZONTAL WOOD TRIM HORIZ. N I1"f AT SHEATHING/WOOD STUDS N.T.S. EAST (RONT) 1 /4"= I'-O" HOUSE NUMBERS TO BE VISIBLE 1 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R3I9.1 12 NORTH (RIGHT) I/4"=11-O" DECO BRACE COMP ROOF BOARD 4 BATT sIDIN& CEPAR SHAKE SIDING 5/4xS BARGE WI IX3 RAKE TRIM E/4x6 WINDOW , DOOR 4 'CORNER TRIM a FRONT 3/4x4 CORNER BD'S 6" EXP. HORIZ. SIDINb CONT. GUTTER STONE VENEER (ADHERED) GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' COPYRIGHT 2010 Landmark Design Ino. ALL RIGHTS RESERVED 12 vor SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STON VENEER H.TA. ammmem 12 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDNG PER ELEVATIONS OVER VAPOR BARRIER PRE-FNISHED CONTINUOUS SHEETMETAI. FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 0513 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO LUr41-L PLASH INCH DETAIL N.T.S. r+�� \A, I 2,C�\�\ IIIII \,.\-1,19 all MI WEST (REAR) 12 1/4" =1'-O" REVIEWED FOR CODE COMPLIANCE APPROVED MAR 05 2010 ` City of Tukwila WillmaniviSION RECEIVED CITY OF TUKWILA JAN292018 PERMIT CENTER 12 SOUTH (L!T) 1/4"=11-O" 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must 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— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-18 m ♦ ♦ c^t ♦ 30'-0' 16'-Il ' 13'-0lj' � f 8'-1" 8'_5, 9'-3i" / 3,_9. 8/0x4/0 XOX 5/0x4/0 XO S.G. kk ka kk‘k.. \\ k EGRESS O O 12' SOAKING TUB \ en k MASTER A® -4,s‘:: BEDROOM VAULTED CEILING� MASTER. s' BATH 1 100Y S.D. 50 . 8' CLG. '^ Al \ UM VAVSX.M.V.NVIMV 10'-6k 2'-8' -1-11i j CLOSET �..., ..... . „b .,. .. .. ,� 8' GLG. itt ,till I J PAIR L ® 50 CFM UTILITY W " BP BEDROOM 2 D 1 e A I V.T.p ARC IIOV O S.D. Q - CON 14ANDRA ABOVE TREAD � L. NOSI 3 4G m ofc€ ( BP BEDROO b ,n 'A li 3 d ,\'':‘,. OPEN TO BELOW ilO \ I _, SD. Ott (i( I `S//v1'\' I ---- ♦--� BATH 4 3'-11' -I�-4' 50 / 16 R m ( O ® in t ME CHASE al\ `\ �, `EJ � E J _' i^ 11OOV 3 S.D. 110 BEDROOM 4 OUTDOOR COMBUSTION PROVIDED THROUGH AIR SHALL BE OPENINGS TO VAULTED CLG Sp ® BP k s r THE OUTDOOR IN SECTION G24016.1 MINENSION OF BE NOT LESS ACCORDANCE WITH OR G240162 THE AIR OPENINGS 13. THAN I S. / \ BOOM EGREss I • � 5/0x4/0 XO 2/0x4/0 FX 0,, L s� �m ,% '-2' 5/0x4/6 XO 6'-0' 2'-10' / / 9' -2" / / 3 -02' / 3'_lI�. '-I0' / / 5'-2 ' I2'-0' / co.1 / / / II'-0' 19'_0. f / 301-0' UPPER FLOOR PLAN I/4"= I'-O" INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE of ILLLJ11NATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL 13E A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WERE REMOTE. CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR (STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE BTAIRLUAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER 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. OPT. FIREPLACE LOCATION OPTIONAL GUEST ROOM . ♦ ♦ COPYRIGHT 2010 Landmark Design Ina. ALL RICaV;rB PlEaERVED 2X6 WALL -0' 20'-0' 30'_0' I0'-0' 8/0x6/0 XOX METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR D.V. ARCH DINING A ROOM 9' CLG 6l GREAT ROOM 9' CLG 1 2X6Cr�cG7t'F- LF'ED J L 2X6 3/4 BATH CLG 2/0x5/0 SH 3'- ENTRY CLG COVERED PORCH CONC. LANDING AT 'EXIT' DOOR NO TO BE LOUDER THAN I5 NCHES FROM TOP OF THRESHO_D. (R3113.1) ♦ 10' 0' 4'-10' _ 5'-2' COVERED PATIO CONC. 6/0x /06TRANS.DABOVE NOOK CLG EATING BAR KITCHEN GLG 0 � � iN�t'�►ltlf:� � ' LG iD •� '. L� W/ AP „it 3'-1i' 2'-5' f 2'-4' 6'-3' 4'-9' REFRIG. -1 RV MIN. SOLID SELF CLOSING WOOD,STEEL OR 20 MIN. RATED WALL MOUNTED RINNAI RUC80NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR.0.96) CORE VEI-I.IMPACT DOOR BARRIER 2'-11' 2X6 WALL DWI \OPT 3/0 F)OOR GARAGE USE I/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/8' ri 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x 30'-0' /0 O.H. DOOR 16'-3' R.O. 19'-0' MAIN FLOOR PLAN 1/4"= I'-O" MAIN FLOOR: UPPER FLOOR: TOTAL.: GARAGE: FRONT PORCH: 1244 S. FT. 1558 50. FT. 2802 50. FT. 5/7 S. FT. Oil S. FT. WHOLE HOUSE VENTILATION: INTEGRATED: - INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES 9,_6. 2. ♦ ---1 OPT 36'X36' LANDINGI ♦ IBLUE 18 AWG TRACER WIRE MET.AL ATER SERVICE PIPING PER UPC 604.9 GENERAL NOTES: I. ALL WORK TO BE IN CONFORMANCE WITH 2015 I. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES t0 OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. 8140UJERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM IJa GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF POOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - t0 BE INSTALLED PER SEC R3I43 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DUJELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS t0 BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. -SMOKE ALARM -CARBON MONOXIDE COMBO. 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 OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE 'MENTS SEC R315. SULATE ALL WATER PIPES TO MNIMUM R-3 PER WSEC R40353. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.I. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-I0 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 TO BE PROTECTED PER G24151. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMNG MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES 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 FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK., THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE I-OUSE VENTILATION 24 FIR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC MI502,45,I. TI-IE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10668mm) 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 WITHIN 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 INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1. ♦ INTERIOR STAIRWAYS SHALL PROVIDAY ILLUMINATION ED WITH AN ARTIFC R303.1 ICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POtLER FROM 71-E BUILDING WIRING. 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 IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDNG OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER 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. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 WHERE THE EXHAUST DUCT IS CONCEALE WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTT OF THE EXHAUST D SHALL BE IDENTIFIED CH A PERMANENT LI OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST CONNECTION. INSTALLATIONS EXHAUSTING MORE THAN 2 CFM SHALL BE PROVIDED WITH MAKE UP WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS 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. akuul 7 ■ 100 SQ NCH TRANSFER GRILL VIEWL.I ODE COMPLIANCE 13ELAPPR VED PcTMAR 0 5 2018 R City of TUk:ila RECEIVED CITY OF TUKWILA JAN 29 2016 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-IS 2 FOOTING INSPECTION Geotech report Over excavation requirg 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 the soils condition and provide an i iap tti o_reoort prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy as on construction.specifications Geotechutlined for engineers reoportg/ shall be presented to the building inspector at time of footing rnspectron 30'-0' / 20'-0' 101-0' 6x6 P.T. POST W/ PB BASE ON 30'x30'x12' CONCRETE FTG. 1 W/ 3-414 BARS E.W. N. 61 H i N 61 -0' 5' -4' S' -4' S -4 2'-0' 4' CONC. SLAB OVER 4' COMPACT SAND AND C•RAVEL BASE • 4 BARS J in 18' O.C. I — I I M 4X10 TYP. P 10 .i � 0 ire W/ R-38 HIGH PENSITII INSULATION 1 (� �'-4' 2.0 4'-3i' F} tX 4'• tut 5'-51' 36'x36'x8" CONCRE-E 4- =AC-f •4 BARS WADY FTG. 5'-5 ' 5'-i'i' 2' '- / / / / / 0 -9111 RAUJI,. OM CONCRETE FTG. w/ 3-404 BARS EACH WAY ,-rt in 0 3'-6' 6 MI - • - .-UE=N H -PIJCES _0, OUT VAPOR : IRAJJLSPACE 12'. (BLACK) 4' B4R1RER ,3, T"311 / 2'-3 , f 2 -il' / ?'-11' / 2'-11' -IO t-' /� / TYP 0CZ ♦ -_.r= - c _ '\\ N r l Allik / ‘ WV Wit ‘ _ Vim :WAI 1 4� _ \ �31 1 si l!3 o �? �441 9 �aQ�D co j 4' CONC. SLAB OVER 4' COMPACT I SAND AND GRAVEL BASE SLOPE \ 1 lb i 3' TO DOORS CONCRETE ♦ ♦ L— 1 I — ( I I I i 1 I • 4 BARS 18' I O.. ♦ ( (---48.x48'x431 I w! 5-04 BARSS EACH WAY J 3b'x36'x8" [ CONCRETE FTG.. w/ 4-4'4 BARS I 1 4x4 P.T. POST W/ PB BASE ON 24'x24'x12' CONCRETE FIG_ 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE ♦ EACH WAY 1 1 1 3f . � . 16/0 x 8/0 0.1.1. DOOR 16'-3' R.O. ____ a- J 1 r 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB 4,4 BARS INTO CONC. SLAB '8 IS' O.G. FOUNDATION PLAN 1/4"=1'-O" COPYRIGHT 2011 Landmark Design Ina. ALL RIGI rtS RE5ERvED r IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 4' 0 SCI-IED. 40 STL. BOLLARD 4-3/8'X3' ANC1-1OR BO!-TS (SIMPSON TITAN ND OR EQ) 4' CONCRETE SLAB 8 /IP'IP80N 3/16 %NDEOREQ) ft 1/2' X 8' X 8' SIDE VIEIII 8' VEHICLE IMPACT 15ARRIER DETAIL FOUNDATION NOTES: I. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS t0 BE 4x10 DFL •2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST 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 ArrROVED METHOD. 1. PROVIDE MINIMUM I8'-24' CRAWL ACCESS. 'CRAWL ACCESS HATCHES OR DOORS SHALL SE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. D. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRAPE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER. 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. II. 411 INDICATES 'SIMPSON' IaOLDDOWN. 12. A SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SHT S1.0). 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 %" 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 e'near location of power panel.) USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 • 829 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS fiREQ'D REVIEWED FOR OITE COMPLIANCE APPROVED MAR 05 2010 B1 City of Tukwila III IIII\Ilz ['YIC!IT"'irr,1 RECEIVED CITY OF TUKWILA JAN 29 2018 PERMIT CENTER 1, Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must- verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other then a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-18 3 LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/82 BE ARI L2x111/4LV WALL DBL. JOIST L8TA24 - BEAM TO TOP PLATE ®o rtx W/ PC CAP X41 rr 3) 2x4 3) 2x6 61111111, 1x12GLB 12 GLB fi AR UJ14L tv fi US 210 R'S 2.0/ X '/4X114LVL N^y E)2x4 ) 2x4 7/ 2 x 15 BE BE'ARI Q 1 WALL CANTILEVE IMMO 6 ■77 2.0 SI CONT. DBL. TOP PLATE R-IO RIGID INSULATION ® EXTERIOR SIDE 01' WALL (SHADED AREA) 6X6 PT POST W/ CCQ CAP 4 PB BASE SOFFIT AND INSULATE 1 AT COVERED PATIO O A S!GON1'> L.00R RAM I NG FLAN I/4"= I'—O" 4) 2x4 (3) 2x4 KING STUD EXTERIOR PLYWOOD TRIMMER HEAr,ER/I NSUL AT NTS ROOF OVERFRAME NOTES: IRC SEC R3023 I. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). ROOF FRAMING N 1. ALL HEADE NOTED Ot W. 4WA 0 RIGI HER TIII a CA r H A, A DESIGN SF' SAL AN CTURERS SPECIFICATIONS. TO BE 4x HEAD LSTO TION. E; 4TERI0 -i RS STAMP. AILS AND FOR FR4ME ALLED AND BRACED PER . NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. R801.I. 'ACCESS HATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE AT?IC VENTILATION PER IRC SEC. R806, ALL FRAMING TO COMPLY WITH IRC SEC R802. A REFER TO SHEAR WALL SCHEDULE. 4X4 PT POST W/ EPCZ CAP 4 PB EASE FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MU8T BE BOTH GLUED AND NAILED W/ 8d NAILS a 24' O.G. NAILED TOP 4 BOTTOM STAGGERED EA SIDE. 2. ALL HEADERS TO BE 4x8 DP n UNLESS NOTED OTHER . INEEXTERIOR WALLSWALLS TOBE INSULATED W/ R-10 R GI INSULATION ON TA I L 0 _ VAULTED CLG LIME_ DSCS GIRDE TO TOP PLATE 4/ 132.0 2.0, MA1'F. TRUSSES ../ m 24' O.C. LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/82.0 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. 0 MSTC 40 STRAPS PER STRUCTURAL UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHED. 6, (3) 2 1 A, 2X6 PVERFRAME 94'O.0 0 R TRUSS - MANF. TF ® 24 MUM X J to 2XYo 0 ANF.'i'Rl 24'0 24 4x ROOD RAM I NG FLAN 1/4"= I'—O" 0 ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS A7 LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY 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 OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' 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 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY 70 THE OUTSIDE AIR - MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND At THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS ANP LOCATIONS APPLIANCES IN ATTIC NOTES: PER 2015 IRC MI305.13 1. ATTICS CONTAINNG APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LAEST APPLIANCE, BUT NOT LESS THAN 30 NCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED AL ENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE P SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH AP 5 NOT L SS THAN 24 NC1-ES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN = EEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE A RE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMEN S SHALL LESS THAN OF 20 CI -ES BY 30 NCI -ES, AND LARGE ENOUGH 7 OVAL\ LARGEST ACE. ICE SPACE ARE NOT REQUIRED WHERE THE GE SER\ ED 1 ND REMOVED THROUGH THE REQUIRED OPENING. THE P WAY IS UNOBSTRUCTED AND NOT LESS THAN 6 AND 22 IN S WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL ORE THAN 50 Ft LONG. 2. ELE REQUIREMENTS MI305.131A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE IRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL EE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS si4' PLYUIOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-I/4') 4 I -LAYER R-I1 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. 2' . 0 MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAI THD26 HANGERS PER TRUSS MFG. 3) 2x6 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 05 2a18 WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. 'REFER TO SHEET N-2 TABLE 150133(I) 4 I50133(2) FOR FAN SIZING AND RUN TIMES NOTE - FASTENERS FOR TREATED WOOD TO BE 140T-DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER BANDD NBOOTRII - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. City of Tukwila RECEIVED CITY OF TUKWILA JAN 29 2018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-1S W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FiTTING TRUSS BLOCKING 2x8 FASCIA BOARD 1/16" LP FLAMEBLOCK FIRE - RATED OSB SHEATHING 16" WATER BARRIER INTERIOR ,traceraae.-.a — rr..aureev-.-.a.•c 2x6 STUDS 16" O.C. W/ R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING-✓: 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOiNT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPB/WA 60-01 EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES CF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES APPPROVVEDMATERIAL TO RESI�RTHEEFFRREEE PASSE OF FLAME AND PRODUCTS OF COMBUSTION. 12 GRADE I i-fOsR ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN SO% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. 5/8" TYPE "X' GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS_ SPACED 8' O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER -HEADS COVERED W/ JOINT COMPOUND. 51/2" THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FiT BETWEEN WOOD STUDS 2x6 STUDS ID 16' O.C. MiN. 1/16' CATAGORY LP FLAMEBLOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING I. FIBER CEMENT BOARD 2. T-1-11 SiDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENTITIOUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING S NO SCALE MIN. 6,X6 PT POST 1/I6' LP FLAMEBLOCK FIRE - RATED OS5 SHEATH-IING OR 54,' TYPE 'X' GYP SI-IT'G SIDING OR TRIM PER PLAN NO SCALE POST DE AIFOA5USTRUCTLEURES FROM PROPERTY LINE STh/! D�`A 5) 12 m5 .,rA21112221ff9991111411911iffifi��af'!ffi1:iiffifffifififf • 1 1 1 i e 1 1 1 1 1 411 e i IPorms 1/111/j1,IP � ji11j11 �1\l ei111i111� •/ \OOR TION: ' T YWOOD SUB-FLR p 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) �tl►i_fi_f� ///Ii/jiiti/8/1/1/1/1 Ili 1/1/0 AMU STAIR NOTES: PER IRC R311.1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOiTOH'L • ALL USABLE SPACE UNDER STAIRS TO BE 1 HCUR CCNSTRUCTICN. ' MAXIMIM RISE TO BE 1-3/4'. • MINiMUM RUN TO 15E IO'. • MINIMUM HEAD HEIGHT TO BE 6'-8'. • MINIIMUM STAIR WIDTH TO BE 96'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 98' OFF TREAD NOSING AND MUST EXTEND BETOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MNIIMM 36' HIGH WV CLEAR SPACE • HAHDGRIP PORTION OP HANDRAIL SHALL BE NOT LESS I V4' NOR MORE THAN 2' IN CROSS SECTIONAL DM. • WINDING TREADS PER IRE R3111»2.l • SPIRAL STAIRS PROVIDE MN 1 V2' RUH • A PONT 12' FROM IINERE TREAD IS NARROIIEST PER IRE R3IL1UO2 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLiD TiGHT FiTTiNG TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/I6" SHEATHING SIDING PER PLAN No et - EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 12 15 iiifffiffiffiffffffi j13I11 • 1111111 OPP 11111111114 �llinli�.►1%/>_iL/Iiitjtifili/i1 II R-50 INSULATION GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/5.' i TM' 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB STUD NOTCHING AND BORING - !BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40y, BORING E' s%. - HOLES NO CLOSER THAN 5/5 INCH TO FACE OF STUD. KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 6 MIL YISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. HIGH DENSITY R-SS INSULATION tt1Tti /11111.4. 1t/ G1af'<WL5PAGE 1 — — COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 4' SPHERE SHALL NOT PASS THHROUGH 4 .0 NANDR4IL TO ea PRESENT ON ON AT LEAST ONE 61PE OF STAIR HANDGRIP PORTION OF HANDRAILS Puei I HAVE CIRCULAP CROSS SECTION OF Ike MIN. • 2' MAX EDGES SHALL HAVE AMIN. RADIUS CFW'. ALL REQUIRED GUARDRAILS TO SE 36' MIN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT AU.CW A 6FIEINE 4 NNW (192m) TO PASS THROWN. RR6 MK 11 MAX 6' SPHERE LNACLE TO PASS INROUGN OPENING OW STAIR INSTALL IV GM • CEILING, MP WALLS (3) 2XT2 6/RINGERS FINE T LOrxlN* • MID -SPAN AHC IN 611D WALLS ALCM A•C Ul LW WIN STD F AREA INDER 2x4 TWALIST CLOCK STAIRS lb tIHNISHED INTERIOR AL STAIR DETAIL AND NOTES COMPOSITION ROOF W/ 30+' INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. ASTER BATH R-50 INSULATION 4' BARS IS' O.C. NO SCALE 2x SCREENED EAVE VENT BLOCKS W/(4) 21/6' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE 70 ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS a 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD REVIEWED FOR CEDE COMPLIANCE . APPROVED MAR 05 2018 City of Tukwila BUILDIN_G_D RECEIVED CITY OF TUKWiLA JAN292010 PERMIT CENTER 4' CONCRETE SLAB SLOPE TO DRAIN GRADE TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL PILL WRAP W/ FILTER FABRIC 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 plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-18 5 UPPED' PL©©R ELECTRICAL I /4" = I'-O" HA I N PLOOR ELECTRICAL 1/4"=1'-O" INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. 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 ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING CF THE STAIRWAY. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 5 2018 City of Tukwila Lome, poirc; ELECTRICAL KEY OVERT -LEAD} CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 1 LIGHT RM- CARyE�ONorso MOONO. AET. 1BACIUJP AIRY GABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBB EXT. FAN VTOB RECEIVED CITY OF TUKWILA JAN 29 2018 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer. archi— tect, or structural engineer. Plan No: L2-2802-2R Date: 1-23-18 6 GENER4L_ STRLCTLR4L NO -ES 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 GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kn = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se = 15 - IBC FIGURE 16133(I) Soe : 1.0, la = 1.0, R=65 C. = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR 70 PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL 13E PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAYING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM F'c = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 4k %o t15%a BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy = 60,000 P51) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE PANG GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (15 AND SMALLER) 2" (to AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DP2 OR BETTER 2x FRAMING HF*2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRAPNG RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS To BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD 4150.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN lie" 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 IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900,000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-48I OR CCMC REPORT NO.08515-R BEARING LENGTH SHALL NOT BE LESS THAN 112". DO NOT CUT OR NOTCH BEAMS 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 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMNATED COLUMNS TOGETHER WITH 16d a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 1601 9 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" D.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 6 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 344" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 112" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" D:C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT II" OC. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR 70 FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TFI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WIC THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWNGS. USE ONLY WRITTEN DIMENSIONS. THE PETALS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER 5 EAR W4 5C EL -LE MARK MINIMUM SHEATHING (I) SHEATHING NAILING (I) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX 8d Q 6" O.C. 55" 0 60" O.C. QaII = 230 PLF 4> DR OM F3> 1/2" CDX OR OSB 8d 0 4" O.C. 5,8" o 32" O.C. Qa II = 350 PLF 1/2" CDX ad a 3" O.C. era" a 16" O G. Qa ll = 450 PLF OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS i" SEE DETAIL 12 / S20 FOR CONSTRUCTION NOTES I) ALL WALLS DESIGNATED" " ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCI-EDULE. NAILING AT 71-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM 4153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF 51-EAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS 70 BE 3" x 3" x 144" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 0 12" O.G. STAGGERED. r--7 /` 4x12 LSTA30- NOR 4SILL TO 3x BLOCKING nip. 2 RACES) LBTA24 - BEAM TO TOP PLATE L8TA30 - FDR 4 SILL TO 3x 1:3LOCKR4 (TTP. 2 FLACES) UPPER FLOOR A : 1,558 SQ FT TOP PLATE _315 x 111'4 LVL 515 at 12 GLB_ LSTA24 - BEAN TO TOP FL41E 514x1114LVL MAIN FLOOR A = 1,244 SQ FT SI x 514xI4LVI. toe. A = 311 SQ FT 515x6GL8 4x12 OF 2) 2'-0" " Ca4TNud18 FTU. RENFORCEMFNT 2 MAX. 1'-0" MNII1i1 STEPPED FOOTING PETAIL 8C41 E,'4" • ice. M8TC40 HOLPOIU1. ALIGN WTH EMBEDDED BIND TYPE HOLDOEN GEM SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMICN MEMBER OR ELOd(NG SHEAMMG 4 NAILING PER PLAN. MATCH ataLL ABOVE UND. b'-0" MAX 18' MN 1611 • 16" O.C. SOLE PLATE NAILING. N' SIIBPLOOR (3) Sd JOIST -TO -TOP PLATE UND. MAINTAIN MN. Ili' END DISTANCE. 10' 0' 2x NAILER AND PT SILL w/ Ab"4MAX ANCHOR EMT 13'x31xV4' IU48HFR AT 5'-0' O.C. UND. (ALT. MASA • 48" O.C) SNP TYPE HOLDC>ILN PER PLAN. '4E.AR 10"O.C.-I4ORIL '4LEAR•16"0.C.-VERY. ' 1'-4" Y CRIPPLE WALL WITBACKFILL FOUNDATION AIM REVIEWED FOR DE COMPLIANCE APPROVED MAR o 5 BIB City of Tukwila U.ILDI NG.. Cit1LLa1 RECEIVED CITY OF TUKWILA JAN 29 2018 PERMIT CENTER COPYRIGHT 2616, SEGA ENGINEERS JOE3 11-016 1/2" RATED SHEATH! 8d e 6" 0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS * EACH END w/ (2) 8d. 514EATHING AND NAILING PER PLAN OR SCI-IEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 1-11 FRAMING ANCHOR EACH TRUSS. USE 1410-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT 51M) TYPICAL ROOF FRAMING CONNECTION SCALE: I" • 1'_0" 12" RATED SHEATHING 8d a 61" D.C. (4" 0.C. e SIM.)\ GABLE END TRUSS. DM 2x TOP PLATE. LAP SPLICE 41-011 MIN. 4 NAIL w/ I6d e 6" O.C. 5TAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. II♦ "rl 435e48"0C. (USE 2411 O.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR a 4811 O.C. SECURE w/ A34 EACH END. 1 112x FRAMING PER PLAN. (HEADER a 51M) ROOF FRAMING GABLE END SCALE: I" • 1'-0" EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d a 4" O.C.-, 2x BLOCKING w/ I6d a 8" O.C. 1/2" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) 8d TO 2x BLOCKING NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 2x BLOCKING w/ (2) 8d TO STUD EACH END 2x STUD PER PLAN LOWER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • P-0" I/2" RATED SHEATHING w/ Sd a 411 0.G. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (BEAM AT 5111) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. MEN ENE ■►�� IMPIP 2x STUD (NOT e SIM) CONNECTOR STRAP PER FLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: I" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 8de41"0.C. ROOF SHEATHING PER PLAN TRUSS OR RAFTER PER PLAN 2x NAILER OR TRUSS w/16de8"0.C. NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. ROOF FRAMING 6 SHEAR WALL 62.0 SCALE: I" • P-0" 2x BLOCKING 2x STUD MSTC HOEDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIM) SOLE PLATE NAILING. USE 16d a 161" O.G. MIN. SOLID RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN.1i21" END DISTANCE. 1411 SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: I" • i'-0" 2x JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT SIM) A, s,le 4:_mm., mi= i i i 1 ad64"O.C. 3411 SUBFLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR AT 6 D.C. TO TOP PLATE. FRAMING AT INTERIOR SHEAR WALL SCALE: 1" • I'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOUN PER PLAN TRUSS OR RAFTER (SIM ONLY) LUS HANGER I6d a 4" O.G. SOLE PLATE NAILING. Sd a 61" 0.C. UNO 34411 SUBFLOOR \\___JOIST PER PLAN LUS HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: i" • P-0" MSTC HOEDOWN_ STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE LUS HANGER BY TRUSS SUPPLIER TRUSS PER PLAN. 16d a 8" 0.C. SOLE PLATE NAILING. RIM JOIST w/ (3) 16d a EACH JOIST JOIST PER PLAN (USE DBL w/ LU5210-2 a I40LP0UN) 2x BLOCKING w/ A35 FRAMING ANCHOR TO TOP PLATE. BEAM PER PLAN FLOOR FRAMING 6 CANT. JOIST ALE: I" • I'-0" 8de61"O.C. 34" SUBFLOOR 42" RATED SHEATHING t NAILING PER PLAN. Y� mom TRUSS PER PLAN. LUS HANGER BY TRUSS SUPPLIER MSTC HOLPDUN STRAP PER PLAN I6d a 81"0.C. SOLE PLATE NAILING. 2x RIM JOIST. SUBFLOOR JOIST PER PLAN AM PER PLAN. SHEAR WALL FRAMING AT REAM SCALE: I" • I'-0" DM 2x TOP PLATE HDR PER PLAN.—s TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TIP) 2x SILL PLATE 1'211 RATED SHEATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) 5HEAR WALL FORCE TRANSFER DETAIL SCALE: I" • I'-0" 8d a 6" 0.C. SUBFLOOR PER PLAN AC POST CAP 4x4 PT POST (4x6 AT SPLICE)E MAB ANCHOR (ALT. A34 ANCHOR TWO SIPES)� FTG PER PLAN FINISH GRADE 2x BLOCKING w/ (3) Sd TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 18" MIN. 121" MIN. FLOOR FRAMING AT CRAWL SPACE SCALE: 1" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a S.OG) FINISH GRADE 12" MAX (8.06. a SIM) 1'-6' MIN 2'-6" MAX 811 I6d a 16" 0.C. SOLE PLATE NAILING. 3/4" SHEATHING ANCHOR BOLT w/ 3"x3"x144" WASHER SEE SCHEDULE FOR SIZE 4 SPACING/ISE 34."¢ AT 601" O.C. UN.D. 2x PT SILL 4 AR - HORIZ. 5T14D HOLDOUN PER PLAN. 04 L BAR a 24" 06. - VERT. *4 BAR CONTINUOUS FOUNDATION AT CRAWL SPACE SCALE: I" • l'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x FT SILL w/ ANCHOR BOLT 431"x3"x1/4WASHER PER PLAN OR SCHEDULE. USE 3/84 a 601" 0.C. MIN. 611 FINISH GRADE OR SLAB ON GRADE STHp HOLDOUN PER PLAN 2x STUD PER PLAN. USE DM STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 7 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER *41 _BAR a 24" 0C. - VERTICAL 5" *4 BAR CONT. 1' 4" FOUNDATION AT SLAB ON GRADE SCALE: I" • I'-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 16" MINIMUM 11It1I 10'-01, al TOP OF STEM WALL •�� n�� 7-11 ELEV. VARIES STHDI4 HOLDOUN UNO. MAXIMUM RI:VIEWED FOR E COMPLIANCE PPROVED AR 05 2010 'it y of Tukwila ii/r91,sr NAIL SHEATHING TO HDR w/ 8d a 31" OC. EACH WAY. FASTEN TOP PLATE TO HEADER w/(2)ROWSI6d AT31"0.C. (2) 2x STUDS (TYP) 4x BLOCKING a MIDDLE 241" IF REQUIRED. 1'2" RATED SHEATHING (24/0 EXP I). NAIL w/ (2) ROWS 8d a 3" 0.C. AT PANEL EDGES. -�_ RECEIVED (2) 2x PLATE. (NACITY OF TUKWILA SHT'G TO EA PLATE) JAN 29 2010 PERMIT CENTER 2x PT SILL (2) 3/8" 4 ANCHOR BOLT w/ MIN. l" EMBEDMENT 4 3" x 3" x 1/411 GALVANIZED IE WASHER FOUNDATION PER PLAN. MN. 81" THICK STEM WALL w/ '4 BAR 1-10RIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: WAsE COPYRIGHT 2016, SEGA ENGINEERS S J013 11-016