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HomeMy WebLinkAboutPermit D15-0113 - TUKWILA PROJECT - LOT 2 - NEW SINGLE FAMILY RESIDENCETUKWIIAPROJECT LOT 2 12062 44 PL S EXPIRED 05117116 D15-0113 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 COMBOSFR PERMIT Parcel No: 3347400881 Permit Number: D15-0113 Address: 12062 44TH PL S Issue Date: 11/19/2015 Permit Expires On: 5/17/2016 Project Name: TUKWILA PROJECT- LOT 2 Owner: Name: PHAN JIMMY Address: 7500 S TAFT ST , SEATTLE, WA, 98178 Contact Person: Name: JIMMY PHAN Phone: (206) 393-2643 Address: 1130184 AVE S, SEATTLE, WA, 98178 Contractor: Name: JPT Construction Phone: (206) 259-5826 Address: 1130184 AVE S, SEATTLE, WA, 98178 License No: JPTCOC*876C1 Expiration Date: 9/16/2017 Lender: Name: UNITED STATES FIRE INSURANCE Address: , , , DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2880 SQ FT SINGLE FAMILY RESIDENCE WITH A 526 SQ FT ATTACHED GARAGE Project Valuation: $390,664.02 Fees Collected: $47,580.89 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: 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: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: �/JUC,i 9�l Date:I( �:f-Z I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: Print Name: i This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: 'PUBLIC WORKS PERMIT CONDITIONS' 10: 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. 11: 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. 12: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 13: 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. 14: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 17: 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. 18: 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. 19: 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. 20: 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. 21: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 22: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 23: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for any work within the Public right-of-way. 24: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 25: All double check valve assemblies shall be approved by the State Department of Health. 26: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 27: 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. 28: CONSTRUCT/INSTALL PAVED ACCESS DRIVEWAY FOR HOUSE (LOT 2) UNDER THIS PERMIT. PREVIOUS PAVED ACCESS DRIVEWAY & UTILITIES WORK WAS TO BE COMPLETED UNDER PUBLIC WORKS PERMIT NO. PW07-131. WORK WAS BONDED. COORDINATE WITH THE PUBLIC WORKS INSPECTOR. 29: 'BUILDING PERMIT CONDITIONS' 30: 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. 31: 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. 32: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 33: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 34: 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. 35: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 36: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 37: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 38: All wood to remain in placed concrete shall be treated wood. 39: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 40: 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. 41: 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. 42: 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. 43: 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). 44: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 45: 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. 46: 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. 47: `MECHANICAL PERMIT CONDITIONS' 48: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 49: 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. 50: Manufacturers installation instructions shall be available on the job site at the time of inspection. 51: 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. 52: 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. 53: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 54: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 55: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 56: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 57: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 58: 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. 59: 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. 60: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 61: 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. 62: 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. 63: 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. 64: 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. 65: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 66: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFFCERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWII.A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://u \s»•.1'u4�aila W A. Combination Permit No. / 010 Project No.: Date Application Accepted: Date Application Expires: 1 (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. ":please prints* SITE LOCATION King Co Assessor's Tax No.: 334740-0881 Site 12062 44th Place South Tukwila WA 98178 �ulLwily. Po \&-A- I,el- 2 PROPERTY OWNER Name: Giang Minh Nguyen Address: 11301 84th south City: Seattle State: WA, Zip: 98178 CONTACT PERSON — person receiving sit project communication Name: Jimmy Phan Address: 11301 84th ave S City: Seattle State: WA Zip: 98178 Phone: 206-393-2643 Fax: Email: jmpjimmy66@gmail.com GENERAL CONTRACTOR INFORMATION Company Name: SORT, LLC Address: 11301 84th Ave S City: Seattle State: WA Zip: 98178 Phone: (425) 757-9778 Fax: Contr Reg No.: SUNRICR860OR Exp Date: 09/19/2016 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Architect Name: Leon Kao Address: 4233 192n St SW City: Lynnwood State: WA Zip: 98178 Phone: Fax: Email: ENGINEER OF RECORD Company Name: NTp Engineering Engineer Name: Khoa Nguyen Address: 16507 NE 50th St City: Redmond State: WA Zip: 98052 Phone: (425) 891-5111 Fax: Email: housedesign4u@yahoo.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: United States Fire insurance Co Address: City: State: Zip: H: Wppficatimre\FoansApphcations On line\2011 Appficetiom\Co bim ion Permit Application Revved 8.9.11.doac Revised August 2011 Page 1 of 4 bh 1 ' PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 150,000.00 Scope of work (please provide detailed information): N b W �?ff DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 d floor 1,822 2 floor 1,058 Garage m carport ❑ 526 Deck — covered ❑ uncovered ❑ Total square footage 3,406 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 $ 7,000.00 1 furnace <100k btu 1 thermostat emergency generator 4 appliance vent l wood/gas stove PLUMBING: Value of plum6ing/gas piping work $ 8,000.00 fuel type: ® electric 0 gas 4 ventilation fan connected to single duct 1 water heater (electric) other mechanical equipment 3 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain shower 4 lavatory (bathroom sink) 2 sink 3 water closet 4 water heater (gas) lawn sprinkler system 4 gas piping outlets H: ApplicationsTonnsApplimfimni On Ime\2011 AppficationACombmation PeImE Applimfion Revised 8-9-11.docc Revised: A%ust 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information):. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT m ...Tukwila [:].--Water District #125 ❑! .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT m ...Tukwila ❑... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Sire — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑... Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ _. Stone Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut El.. Utility Undergrounding ❑ ...Frontage Improvements ❑ _. Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... " WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FRIED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Giang Minh nguyen Day Telephone: Mailing Address: 11301 84th Ave s Seattle WA 98178 City State zip WATER METER REFUND/BILLING- Name: Day Telephone: Mailing Address: City State zip HM"heationsTorms-AWlicabi ms On Ime'aOt I A"heationWombamhme. Permit Apphcation Revised 8-9-11.do Revised August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERIVIITS 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 OWNER OR AUTHORIZED AGENT: Signature: �T�. f - Date. 05/20/2015 Print Name: Giang Ming Nguyen Day Telephone: (206) 393-2643 Mailing Address: 11301 84th Ave S Seattle WA 98178 City SWe Zip H:Agplications\F=s-Apphcalions On Iine12011 Appficatio Ncmnbmsfion Permit Application Revised 8-9-1 I.dac Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME --rUkLV I1 ,l fXo _.Yc-r(LbT �) PERMIT # !)IS- -0 /1 a If you do not provide contractor bids or an engineer' estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements Calculate improvement -based fees: Z_o0 do Soo 2Soc� 3Sbc B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume /o cubic yards / 0 cubic yards '21-7 $ Z 17 *� __"0 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1 +4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 .L BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ Z 1 `7 --5-0 --e- (6) 7. Pavement Mitigation Fee �T P �_� $ (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 1 B to estimate the pavement mitigation fee. 8. E Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5(33%) $3.30 5-2(25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less — $23.50 51 —100 $37.00 101 —1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001—10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the I" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 $ (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ /o. 554 E. Allentown/Foster Pt Sewer (Ord 2177) $14. 2oc> i F. Special Connection (TMC Title 14) $ G. Duwamish $ H . Transportation Mitigation $ l o l3 i I. Other Fees $ Loo Total A through I $ 3Cv7`�`� 9-e6-(10) �t�--� DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 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 RCFC 01.01.2014-12.31.2015 Total Fee ✓ 0.75 ti/ $625 ✓ $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 K %/2Z//.� [Clear Form' DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $45,040.30 D15-0113 Address: 12062 44TH PL S Apn: 3347400881 $45,040.30 0.75 INCH $6,630.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $490.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,913.10 PERMIT FEE R000.322.100.00.00 0.00 $3,908.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR ROOO.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 $1,722.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $217.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $217.50 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 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 SEWER SERVICE FEE $19,200.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,200.00 TECHNOLOGY FEE $229.53 TECHNOLOGY FEE R000.322.900.04.00 0.00 $229.53 WATER SERVICE FEE $10,556.29 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $10,556.29 TOTAL FEES PAID BY RECEIPT: 66,8 $45,040.30 Date Paid: Friday, November 13, 2015 Paid By: GIANG NGUYEN Pay Method: CHECK 107 Printed: Friday, November 13, 2015 2:12 PM 1 of 1 (r7i' �1/711rsreMs Date Paid: Wednesday, May 20, 2015 Paid By: GIANG M NGUYEN Pay Method: CHECK 1002 Printed: Wednesday, May 20, 2015 11:36 AM 1 of 1 SYSTEMS t 41 1 of 45 W NTr J F Engineers Tel: 425-891-5111 16507 NE 501h Sfi Redmond WA 98052 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 3 1 2015 City of Tukwila BUILDING DIVISION DESIGN CALCULATIONS Tukwila Residence 1606x 44th Place S Tukwila WA 98178 NTP Job # 15-5 BOA K. ✓V� o f wa �f j`�TERF+9 ANAL E��1 COflREf�TiON LTR#..— RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER 19,6011�i 2 of 45 Gravity Analysis DESIGN CRITERIA 3 °'' City of Tukwila 2012 IRC & IBC Buildine Division/Permit Center 6300 SouthcenterBhd. #1.00 Tukwila, WA 98188 (206)431-3670 TABLE R301.2(I ) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA �— GROUND SNOW WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM WINTER DESIGN ICE BARRIER UNDERLAYMENT FLOOD AIR FREEZING MEAN ANNUAL Speed Topographic Frost line LOAD (mph) effects ", CATEGORY Weathering"' depth"' Termite "' TEMP "' REQUIRED '"' HAZARDS "' INDEX "' TEMP` 25 85 NO DI Moderate 12" NA 20 Not Required (See map) N/A 51.4 deg. For SI: I pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s. a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index (i.e., "negligible," "moderate" or "severe") for concrete as determined from theWeathering Probability Map [Figure R301.2(3)]. The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652. b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). Thejurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade. c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage. d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [FigureR301.2(4)].Wind exposure category shall be determined on a site -specific basis in accordance with Section R301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2-percent values for winter from Appendix D of the International Plumbing Code. Deviations from the AppendixDtcmperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. f. The jurisdiction shall fill in this part of the table with the seismic design category determined from Section R301.2.2.1. g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the currently effectiveFIRMandFBFM, or other flood hazardmap adopted by the community, as may be amended. h. In accordance with Sections R905.2.7.1, R905.4.3.1, R905.5.3.1, R905.6.3.1. R905.7.3.1 and R905.8.3.1, where there has been a history of local damage from the etTects of ice damming, thejurisdiction shall fill in this part of the table with "YES". Otherwise, thejurisdiction shall fill in this part of the table with "NO". i. The jurisdiction shall fill in this part of the table %i ith the 100-year return period air freezing index (BF -days) from Figure R403.3(2) or from the 100-year (99%) value on the National Climatic Data Center data table "Air Freezing Index- USA Method (Base 32°Fahrenheit)" at http:/IwAw.ncdc.noaa.gov/oa/fpsf/AFI-pubretum.pdf. j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index -USA Method (Base 32°Fahrenheit)" at http://www.ncdc.noaa.gov/oa/fpsf(AFI-pubretum.pdf. k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate "NO" in this part of the table. DRAWING # DCD H019 REVISION # ' 2 DATE 10/01/2014 4of45 )Zo&2 44-M r�tf,, S-ruKWIL A 119173 Cod � �T ���� � • � ���F ox- INSuLrlO0 o'S 6wb z,s M►sue � ,s ..� I?mF U Ut L A) P ' �w ta, DrAD [4 n s f'- tAvr-w6--FOP?Q6r I' � Fwj?- ��oT.Hw& 2,5 ��Oot- JOIST AT f�� L 3,5 I�SUTIpN 0,5 M�r� � {v�►sue 2 .d FwvK I.VAD 40.0 PsF. of 45 . ...... ......... _ 50' 0°.... 38-A. ..............�_..-.... ...........w .-...... 14'=0�8 _. _ _ 12'-0" 16'-0' B .F :• RGOi PLAN SCAB a, v;iF 6 of 45 tn 4'-10' #9 (2) 202 HF2 o � o GLB 5.5xl6.5 V4 #7 2X12 HF2 CP16 'I2EAMNG' 211 AT0£160. U.N. #11 - 4x12 HF2 #5 6x6 DF1 SC!,LE - i'-O' , (0 2, W I UDW k-AD e-p- 7 8 of 45 .i 7as5 wD 375 + 12 _ ) S C. 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D (S) 2x12 K 2 12 of 45 MAIM � � ISM' tom , # � _ 12 i �Fm �i�t✓ 0 SIN = 7,1711 1,5' 1.5� 13 of 45 This page intentionally left blank Q [: O R T E * MEMBER REPORT Level, 1. Window Header Master Bedroom !r 6i 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 6' 7" 1 j o � 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. t 0 (Resign Results Actual ® Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 2332 @ 2" 4253 (3.50") Passed (55%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1461 @ 1' 2 3/4" 4219 Passed (35%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 3460 @ 3' 3 1/2" 5603 Passed (62%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.032 Cw 3 lit' 0.206 Passed (Li59ST) 1.0 D t 1.0 Lr (Aii Spans) Total Load Dell. (in) 0.053 @ 3'3 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Riot Total 1- Stud wall - SPF 3.50" 3.50" 1,92" 892 1440 2332 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.92" 892 1440 2332 Bkxdking • Blocking Panels are assumed to carry no loads applied directly above then and the full bad is applied to the member being designed. Tributary Dead Roof Live Loads Location Width (0.90) (non srww:125) Comments 1 - Uniform (PSF) 0 to 6' 7" 17 6" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design toads, dimensions and support information have been provided by Forte Software Operator . Forte Software Operator I Job Notes I iurn ng,eyra, I rT!;':'niOP"%kiaiS:I roll i PASSED 14 of 45 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC De.'Igo : ASD Member Pitch: 0/12 (Z�Tf SUSTAINABLE FORESTRY INmATIVE 5/2/2015 11:44:03 AM Forte v4.6, Design Engine. V6.1.1.5 Page 1 of 1 A F MEMBER REPORT Level, 2. Window Header Bedroom #2 1 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 4' 7" i 0 0 - - r r , r 4' � 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual rd Location Allowed Result LOF Load: Combination (Pattem) i Member Reaction (Ibs) 1614 @ 2" 2126 (3.50") Passed (76%) 1.0 D + 1,0 Lr (All Spans) Shear (Ibs) 748 @ 1' 2 3/4" 2109 Passed (35%) 1.25 1.0 D + 1.0 Lr (Ail Spans) Moment (Ft-Ibs) 1590 @ 2' 3 1/2" 2802 Passed (57%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl.(in) 0.014 @ 2' 3 1/2" 0.142 1 Passed (L/999+) -- 1 1.0- D + ).0 Lr (All Spans) Total Load Defl. (in) 0.022 @ 2' 3 1/2" 1 0.213 1 Passed (L/999+) -- 1 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (L1240). Bracing (W): All compression edges (top and bottom) must be braced at 4' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to supports (Ibs) Accessories Total Available Required Dead Roof Total 1 - Stud wall - SPF 3.50" 3.50" 2.66" 611 1003 1614 Blocking ' 2 - Stud wall - SPF 3.50" 3.50" 2.66" 611 1003 1614 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied t0 the member being designed. Loads Location Tributary Wrdtlr Dead (0.90) Roof Live (non-snow:1.25) Comments 1 - Uniform (PSF) 0 to 4' 7" 17' 6" 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte 5oftvare Operator Job Notes 1— hm nnuyuli 120Q. 44th Pl-,cc S T0.01, nip orynur:r: tr�j ,,at.y111 PASSED 15 of 45 System : Roof Member Type : Drop Beam Building Use : Residential Building Code: IBC Design Methodology : ASD Member Pitch: 0/12 {I� SUSTAINABLE FORESTRY INITIATIVE 5/2/2015 1156:48 AM Forte v4.6, Design Engine- V6.1.1.5 Page 1 of 1 f MEMBER REPORT Level, 4. Roof Beam Along Grid F 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam Overall Length: 15' 11" I + 0 — — -- , 15' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. _.._ Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 9407 @ 4" 12856 (5.50") Passed (73%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 7240 @ 1' 10" 20041 Passed (36%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft-Ibs) 34363 @ 7' 11 1/2" 61961 Passed (55%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.238 Co) 7' 11 1/2" 1 0.50d Passed (L/769) 1.0 D + 1.0 Lr (Ali Spans) Total Load Defl.(in) 0.388 @ 7' 11 1/2" 0.762 Passed (L/471) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 15' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length toads to supports (Ibs) Accessories Total Available Required Dead Roof Live Total 1- Stud wall - SPF S.50" 5.50" 4.02' 3637 5770 9407 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.02" 3637 5770 9407 Blocking " Blocking Panels are assumed to carry no Was applied airecuy above them and the fun bad Is applied to the member being designed. Tributary I Dead Roof live Loads T Location Width (0.90) ("on ss) Comments 1 - Uniform (PSF) I 0 to 15' 1 V 29' 1 15.0 1 25.0 1 Roof 1 Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thin! -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator I Job Notes 1 i"ti5.' 44tb Plana S Tuk,la i rhtu 14r41 51 i 1 i PASSED 16 of 45 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Dea yhr Hiednxhliogy . ASD Member Pitch: 0/12 4 SUSTAINABLE FORESTRY INI? W11VE 5/2/2015 4:15:03 PM Forte v4.6. Design Engine: V6.1.1.5 Page 1 of I 17 of 45 BeamChek v2014 licensed to: NTP Engineers Reg # 7756-68017 TUKWILA RESIDENCE 5.Column Grids F-3 Prepared by: Date: 5/02/15 Selection 6x 6 df1 Solid Wood Column Conditions NDS 2012, Using values for 5x + solid sawn, Posts and Timbers. Data Load 16635 # Column Area 30.25 in Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 12 in c 0.80 Unbraced L1 1.0 ft le d2 Effective Ht 12 in KcE 0.30 Unbraced L2 1.0 ft Ke Buckling Mode 1.0 FcE 100926 Fc 11 (psi) E (psi x mil) Attributes and Values Controlling d is 5.6 inches Reference Values 1000 1.6 le/d psi Area (in') Adjusted Values 998 1.6 Actual 2 550 30.25 CF Size Factor 1.00 Critical 50 998 16.67 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 4% 55% 55% Cp Stability 1.00 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 550 psi. I F O R 'Tl' E " MEMBER REPORT Level, 6. Upper Floor Joist 9� �1 1 piece(s) 11 7/8" T3I@ 210 @ 16" OC Overall Length: 30' 10 1/2" ! + + — --- - — — - O-- 0 �s 14• o a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1324 @ 16' 5 1/4" 2145 (3.50") Passed (62%) 1.00 1.0 D + 1.0 L (Ail Spans) Shear (Ibs) 650 @ 16' 3 1/2" 1821 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -2036 @ 16' 5 1/4" 3795 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.178 @ 7' 10 3/16" 0,406 1 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.218 @ 7' 8 7/8" 0.811 Passed (1-1892) 1.0 D + 1.0 L (Alt Spans) TJ-Pro" Rating 47 45 Passed Deflection criteria: U. (1.1480) and TL (L/240). Bracing (Lu): Ali compression edges (top and bottom) must be braced at 4' 5 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down. • AddRional considerations for the TJ•Pro'" Rating include: None Supports Bearing Length Loads 110 Supports (Ibs) Accessories Total Available Required Dead u� Total 1- Stud wall - SPF 3.50" 2.25" 1.75" 104 386/-33 490/-33 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 306 1019 1325 None 3 - Stud wall - SPF 3.50" 2.25" 1.75" 84 346/-60 430/-60 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above It, bypassing the member being designed. Lve Loads I Location I Spacing( (() I Floor00) (Comments 1 . Uniform (PSF) 0 to 30' 10 1/2" 16" 12.0 40.0 1Residential - Living Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. I Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professlonal as determined by the authority having )urisdktion. The designer of record, builder or framer Is responsible to i assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte. Software Operator Job Notes i.:� :�•;,yc 2,..,.'.44!h Placc; S ?uk-W r4i'' q.ncum .q .r.� Fc,1 5111 PASSED 18 of 45 System : Floor Member Type : 3olst Building Use : Residential Building Code : IBC Design MethLK ok gy .Aso 0 SUSTAINABLE FORESTRY INITIATIVE 5/5/2015 1:48:13 PM Forte v4 6. Design Engine V6 1.1.5 Job.4te Page i of 1 9I F ®R T E ` MEMBER REPORT Level, 7. Upper Floor Joist Under Bed Rm 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 16' 7" 0 16' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. E 0 Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 568 @ 2 1/2" 1367 (2.25") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 490 @ 1' 2 3/4" 1688 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2265 @ 8' 3 1/2" 2577 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.354 Lw 8 3 1/2- 0.4C t I Pdbsed (L 5tio) i.0 U + i.0 L (Ali spans) Total Load Defl. (in) 0.461 @ 8' 3 1/2" 0.808 Passed (L/421) 1.0 D + 1.0 L (AII Spans) T)-Pro'" Rating N/A N/A I I -- Deflection criteria: UL (LJ480) and TL (LJ240). Bracing (Lu): AN compression edges (top and bottom) must be braced at 3' 10 314" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NOS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Fearing Length Loads bo supports (Ibs) Aooe�ories Total I Available Required I Dead I Floor Total I i - Stud wall - SPF 1 3.50" 1 2.25" 1 1.50" 1 133 442 575 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 1 2.25" 1 1.50" 1 133 442 575 1 1/4" Rim Board - Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location spacing (0.90) (1.00) Comments i 1 - Uniform (PSF) 0 to 16' 7" 16" 12.0 40.0 Residential - Livirg Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. I The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator ^Forte Software Operator .q „'y 8ni 5'It Job Notes 120-5^ 441 Plasc S Tui.a PASSED 19of45 System : Floor Member Type : 3oist Building Use : Residential Building Code: IBC ik:a�yii i•icL wuun,y/ . ASS. 0 SUSTAINABLE FORESTRY INITIATIVE 5/2/2015 5:57:04 PM Forte v4.6, Design Engine: V6 1.1.5 Page 1 of 1 I F O R T E ` MEMBER REPORT Level, 8. Bloor Beam at Grids B-2 tP� F� 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 5' 7" 0 — 0 5' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ��eSign ReSU�tS Actual C Location T Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1420 @ 2" 2734 (2.25') Passed (52%) -- 1.0 D + 1.0 L (All Spates) Shear (Ibs) 826 @ 1' 2 3/4" 3375 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) 'Moment (Ft-Ibs) 1821 @ 2' 9 1/2" 4482 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.015 @ 2 9 1/2" U.131 1Passed (y999+) -- 1.0 u -r 1.0 L (All Spans) Total Load DeFl. (in) 0.020 @ 2' 9 1/2" 0.262 1 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead F� Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 1 358 1 1117 1475 1 1/4- Rim Board ' 2 - Stud wall - SPF 3.50" 1 2.25" 1 1.50" 1 358 1 1117 1475 1 1/4" Rim Board - Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead I FIOor Live Loads Location Wrrdth (0.90) (1.00) Comments ! 1 • Uniform (PSF) 0 to 5' 7" 10' 12.0 40.0 Residential -Living I j Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. +(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to l assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. 1 The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes ! . k: i 11., vua 1209." 44kh Phu; S I ukda .q,rl Sot-5'i1 PASSED 20 of 45 System : Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC Design Medlrxiuirxjy : ASO 4 SUSTAINABLE FORESTRY INITIATIVE 5/2/2015 6:11:46 PM ForLe v4.6, Design Engine V6.1.1.5 Page 1 of 1 91 F O R T E " MEMBER REPORT Level, 9. Upper FJ at Grid 8-3 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 14' 7" + 1 + 0 j 0 14' a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ' Design Results �— Actual @ Location Allowed Result � LDF Toad: Combination (Vattern) —� Member Reaction (Ibs) 498 @ 2 1/2" 1367 (2.25") Passed (36%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 420 @ 1' 2 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1739 @ 7' 3 1/2" 2577 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.209 @ 7' 3 1/2" 0.354 1 Passed (Li814) 1.0 D r 1.0 L (All Spans) Total Load Defl.(in) 0.272 @ 7' 3 1/2" 0.708 Passed (L/626) 1,0 D + 1.0 L (All Spans) T] Pro`" Rating N/A N/A Deflection criteria: LL (U480) and TL (U240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capadty has been added to account for repetitive member usage. Applicable calculations are based on NOS 2005 methodology. No composite action between deck and Joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead I Floor e Total I I - Stud wall - SPF 3.50" 2.25" 1.50" 182 605 787 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 117 389 1 506 1 1/4" Rim Board • Rim Board is assumed to carry all bads applied directly above it, bypassing the member being designed. Dead Fioor Live Loads Location Spacing (0.90) (1.00) Comments 1 • Uniform (PSF) 0 to 14' 7" L6" 12.0 40.0 Residential - Living Areas 2 • Point (lb) 0 N/A 65 1 216 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to i assure that this calculationn is compatible with the overall projW. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable i forestry standards. i The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator 1, on r: quyun i ''-'`,�� "kf�• ., ern i 1-062 441h Plan(,!; Ttwkn PASSED 21 of 45 System : Floor Member Type : Joist Building Use : Residential Building Code: IBC Design t4aUtouology : FSO 0 SUSTAINABLE FORESTRY INITIATIVE 5/4/2015 8:27:36 AM Forte va 6, Design Engine: V6.1.1.5 Page 1 of 1 �91F O R T E ' MEMBER REPORT Level, 10. Upper Floor Beam at Grids C-2 1 piece(s) 6 x 12 Douglas Fir -Larch No. 1 Overall Length: 16' 7" a c. 16' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results_=Actual BJ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3040 @ 2" 5259 (2.25") Passed (58%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2615 @ V 3" 7168 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 12258 @ 8' 3 1/2" 13638 Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.318 @ 8'3 1/2" 1 0.406 Passed (L/614) -- 1.0 D + 1.0 L (All Spans) 1 Total Load Defl. (in) 0.580 @ 8' 3 1/2" 1 0.813 Passed (L/336) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (1.1480) and TL (U240). Bracing (Lu): AN compression edges (top and bottom) must be braced at 16' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) AccessoriesLive 1 Total Available Required Dead Floc Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 1392 1686 3078 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 1392 1686 3078 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 16' 7" 1' 4" 12.0 40.0 Residential - Living Areas . 2 - Uniform (PLF) 0 to 16' 7" N/A 64.0 - Residential - Living Areas 3 • Uniform (PSF) 0 to 16' 7" 6' 12.0 25.0 Residential - Living Areas PASSED 22 of 45 System : Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC Design Methodology : ASO Weyerhaeuser Notes 4 SUSTAINABLE R)RESTRY INITIA11VF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator .—Forte Software Operator Job Notes 4-Ith Pt+rz: S Tui w, ngrtngm(XV., ... rir:.y��•..iir;cn r 514/2015 8:29:29 AM Forte v4.6, Design Engine. V6 1.1.5 Page 1 of 1 MEMBER REPORT Level, 11. Uppr Floor Beam Header �) 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: d' 7" 0 � a' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2459 @ 2" 3189 (2.25") Passed (77%) -- 1.0 D + 1.0 L (All Spans) Shear(lbs) 1646 @ V 2 3/4" 3938 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3415 @ 2' 2 3/8" 5752 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.01b w 2` 3 1/2" U.1Ub Passed (yvld+) I -- 1.0 U r i.0 L (Ad -�pdl]S) Total Load Defl. (in) 0.018 @ 2' 3 1/2" 0.213 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection ciiteria: LL (LJ480) and TL (V240). Bracing (Lu): AN compression edges (top and bottom) must be braced at 4' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length LoadstD Supports(lbs) Accessories Total Available Required Dead ' Fie Total 1 - Stud wall - SPF 3.50" 2.25" 1.73"' 462 2071 2533 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.68" 462 1998 2460 1 1/4" Rim Board • Rim Board i5 assumed to carry all bads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (L00) Comments 1 • Uniform (PSF) 0 to 4' 7" 8' 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 4' 7" 8' 12.0 25.0 Residential -Living Areas 3 - Point (lb) 2' 2 3/8" N/A 1686 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes i;:n ;,7';t.:1 -- .... ,.. ,Ith S I iw'a iIjII i to is a.5. it I I ;n:r tnEJh': gpw'd cnm i PASSED 23 of 45 System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC �Qli i-icUwuuiogy . ruU 0 SUSTAINABLE FORESTRY INITIATIVE 5i3/2015 4:01:22 PM Forte va.E, Design Engine: V6.1.1.5 Page 1 of j MEMBER REPORT Level, 12. Upper Floor Beam Above Garage 1 piece(s) 3 1/2" x 15" 24F-V4 DF Glulam 9 Overall Length: 15' 11" 0 ! ! ! to t-... is All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 0 i .Si 11 Results Actual 0 Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 6500 @ 4" 8181 (5.50") Passed (79%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 5105 @ 1' 8 1/2" 11594 Passed (44%) 1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft-Ibs) 23743 @ T 11 1/2" 32813 Passed (72%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.318 @ T 11 1/2" 0.506 Passed (L/576) 1.0 D + I Lr (Ali SPdm,) Total Load Defl.(in) 0.561 @ 7' 11 1/2" 0.762 Passed (L/326) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: U. (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 15' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. f Supports Bearing Length Loads to supports (Ws) -- Accessories Total Available Required Dead Roof Total 1 - Stud wall - SPF 5.50" 5.50" 4.37" 2819 3661 6500 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.37" 2819 3681 6500 Bbddng • Blocking Panels are assumed to carry no loads applied directly above then and the full load is applied to the member bang designed. Loads Location Tributary width Dead (0.90) Roof Live (mom -- 1.25) comments 1 -Uniform (PSF) 0 to 15' 11" 14' 6" 15.0 25.0 Roof 2 - Uniform (PSF) 0 to 15' 11" 8' 8.0 - Roof ' 3 . Uniform (PSF) 0 to 15, 11" 4' 15.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to Circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ! Forte Software Operator Job Notes { ::n :•3;,yk.n I 1:::5^ 44th Pi+az, S Tukdi . rn) . •.,gmak:rs _•,,.- Rai Silt ,:r t;.. .kf,-. i-,!I Coon I PASSED 24 of 45 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design MmAhtxloioyy . ASD Member Pitch: 0/12 0 SUSTAINABLE FMESTRY INITIATIVE 5/3/2015 4:01:59 PM Porte v4 6, Design Engine. V6 1.1.5 Page 1 of 1 4 F 4 R T E * MEMBER REPORT Level, 13. Garage Roof Joist 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC r� 4 t rm fE All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. t a 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 424 @ 1' 7 3/4" 2241 3.50") Passed (19%) -- 1.0 D + 1.0 Lr (Ail Spans) Shear (Ibs) 265 @ 2' 2 11/16" 1031 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 572 @ 5' 10 9/16" 1001 Passed (57%) 1.25 1.0 D + 1.0 Lr (Alt Spans) I Live Load Defl. (in) 0.161 @ 5' 9 7/16" 1 0.289 1 Passed (4645) -- 1.0 D r 1.0 Lr (Ait Spans) Total Load Defl. (in) 0.283 @ T 9 9/16" 1 0.434 1 Passed (L/368) - 1.0 D + 1.0 Lr (Alt Spans) Deflection criteria: LL (L/360) and TL (1.1240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): Ali compression edges (top and bottom) must be braced at 10' 7 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. LS_U_PP__0�_ Bearing Length Loads to SUPDatS (nt) Accessories , Total Available Required 'Dead. ` 'Roof, Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 187 237 424 Blocking • 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 131 170 301 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Roof Lirve (non.00w 1.25) Comments I 1 - Uniform (PSF) 0 to IT 1'• 24" 15.0 20.0 Roof Notes I Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any outer warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -patty certified to sustainable i forestry standards. I The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes ~A.:^ nI.J.'y n 1:'_ti2 441h Piace S Tuk,1 r j ntn•:rg��u:ri•: RQ: 5111 PASSED 25 of 45 System : Roof Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology . Asa Member Pitch: 4/12 SUSTAINABLE FORESTRY INITIATIVE 513/2015 5:24:37 PM Forts: v4.6, Design Engine V6.1.1.5 Page 1 of I MEMBER REPORT Level, 14. Living/Dinning Roof Joist �I Y 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC Overall Sloped Length: 19' 4 1/2' l i + + 0 0 a a t.i sue' W z All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. [Design Results ^ Actual 0 Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (Ibs) 705 @ 1' 7 3/4" 2241 (3.50") Passed (31%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 513 @ 2' 8 3/16" 2109 Passed (24%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 2323 @ 9' 9 7/8" 3222 Passed (72%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (In) 0.296 @ 9' 9 5/16" 0.5/0 1 Passed (Lj693) 1 0 D , 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.527 @ 9' 9 3/8" 0.855 Passed (L/389) - 1.0 D + 1.0 Lr (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 7 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to supports (Ibs) Accessories Total Available Required (Dead Lice Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 311 394 705 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 261 331 592 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Spacing Dead (0.90) Roof Live (.oe-anow:1.25) 1 Comments 1 - Uniform (PSF) 0 to 18, 1" 24" 15.0 20.0 1 Roof Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible: to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator c tin no:;vte- _::f,'_ .14Lh Pita: S TOW nip er�;dmec-n. i?Ir•1 agt1.5111 '. t-„r an;rn=°:gnr.,d corn i PASSED 26 of 45 System : Roof Member Type: 3oist Building Use : Residential Building Code: IBC Design Meulwobyy . SD Member Pitch: 4/12 {Z}} SUSTAINABLE FORESTRY INITIATIVE 5/3/2015 5:26:30 PM Forte v4.6, Design Engine: V6 1.1.5 Page 1 of 1 :,ram x MEMBER REPORT Level, 15. Dinning Window Header 1 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 6' 7" 0 , , 6' a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a 0 IDesl n Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1067 @ 2" 2126 (3.50") Passed (50%) 1.0 D + 1.0 Lr (All Spans) r- I Shear (Ibs) 669 @ 1' 2 3/4" 2109 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 1583 @ 3' 3 1/2" 2802 Passed (57%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.030 @ 3' 3 1/2" 0.208 Passed (L/999+) -- 1.0 D • 1.0 Lr (All Spans) Total Load Defl.(in) 0.048 @ 3' 3 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to supports (Ibs) Accessories Total Available Required Dead Root Total 1- Stud wall - SPF 3.50" 3.50" 1.76" 409 658 1067 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.76" 409 658 1067 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. Loads Location TributaryI Width Deed (0.90) Roof Live (non-snow:1.25) lComments I 1 - Uniform (PSF) 0 to 6' 7" 8' 15.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be In accordance wlth Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to cement Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible: to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design bads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I ntpeaq.nkaas l 112" R?1.5111 m•;n!nb gmafcorn 12362 44Lh Prttz. S ful,tv..1 PASSED 27 of 45 System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASO Member Pitch: 0/12 0 SUSTAINABLE FORESTRY INITIATIVE 5/3/2015 5:40:35 PM Forte v4.6. Design Engine: V6.1.1.5 Page 1 of 1 �FORTEMEMBER REPORT Level, 16. 6 ft Widnow Header Along Grid 1 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 6' 7" - - -- -- __-_------------- - -- i + I 0 — , 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LOF toad: combination (Pattern) Member Reaction (Ibs) 1608 @ 2" 4253 (3.50") Passed (38%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1008 @ 1' 2 3/4" 3375 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2385 @ 3' 3 1/2" 4482 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) I Live Load Defl. (in) U.024 @ 31 3 1/L" 0.20ts I Passed (L/999+) 1.0 U + 1.0 L (All Spans) Total Load Defl. (in) 0.036 @ 3' 3 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Detlection aitena: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 555 1053 1608 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 555 1053 1608 Blocking • Blocking Panels are assumed to carry no loads applied directly above then and the full load is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 8' 12.0 40.0 Roof 2 - Uniform (PLF) 0 to 6' 7" N/A 64.0 - Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Infatuation have been provided by Forte Software Operator I Forte Software Operator ' Job Notes S;:n a,._ytth I ::0&`:.4 ti Pi-u.t: S Tuk�ia i42' "84!.51 11 i a:r. ro;:rb ;ygm;,il coin PASSED 28 of 45 System: Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASO Member Pitch: 0/12 4 SUSTAINABLE FORESTRY INITWTIVE 5/3./2015 5:52:32 PM Forte v4.6. Design Engine: V6.1.1.5 Page 1 of j SOLUTIONS REPORT Main Floor, 20. M.F. Beam at Grids B-F & 3 ..I F O R T E Current Solution:: 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length: 12' 7 1/2" -y 7- �a. + I <y 1' 6' S' 1 1/2' R All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual ® Location Allowed Result LOF Member Reaction (Ibs) 4215 @ 7' 3/4" 4961 3.50" Passed (85%) Shear (Ibs) 1545 @ T 11 3/4" 3238 Passed (48%) 1.00 Moment (Ft-Ibs) -2258 @ 7' 3/4" 4242 Passed (53%) 1.00 Live Load Defl. (in) 0.023 @ 9' 10 9 16" 0.180 Passed (L/999+) Total Load Defl. (in) 0.0281 89' 11 0.270 Passed (L/999+) , ! , ! 5' 1 1/2" 9 PASSED 29 of 45 System : Floor Member Type: Drop Beam Building Use : Residential nmid,ng Code: IBC Design Methodology : Aso AII�Prodii ,Solu6on5y` Depth Series Plies Wood Volume 9 1/4" 4 x Hem -Fir No. 2 1 51.80 The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes k ,Y.y, i I t,7! J44111 u S 1- n 1 "JS)!5 ` 1111 i 5/3/2015 8.52:02 AM Forte v4.6. Design Engine: V6.1.1 5 Page 1 of 1 �91F o 'T ® e ' MEMBER REPORT Main Floor, 21. M.F. Beam at Grids F-D & 3 1� i i. 1 piece(s) 6 x 12 Hem -Fir No. 2 Overall Length: 17' 1 11T s ` + + 0 - 0 1' 6" T 1 12" T 1 112" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Member Reaction (Ibs) Actual ® Location 7436 @ 9' 3 3/4" Alwwed 12251 (5.50") Result Passed (61%) LOP wad: combination (Pattern)_ I 1.0 D + 1.0 L (Adj Spans) I Shear (Ibs) 2776 @ 10' 6" 5903 Passed (47%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -5571 @ 9' 3 3/4" 6819 Passed (82%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.041 @ 13' 2 1/2" 0.249 Passed (La'S99+) 1.0 D + 1.0 L (Ait Spans) Total Load Defl. (in) 0.048 @ 13' 3 5/16" 0.374 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Deflection criteria: U. (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 1 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on Nos 2005 methodology. Supports Bearing Length Loads to supports (Ibs) Accessories Total Available Required Dead Lor Total 1 - Stud wall - SPF 5.50" 5.50" 1.85" 947 3174 4121 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.34" 1787 5649 7436 Blocking 3 - Stud wall - SPF 5.50" 5.50" 1.50" 622 2195/-290 28171-290 Blocking " Blocking Panels are assumed to carry no loads applied directly above them and the fun load Is applied to the member being designed. Live Loads I Location I Tributary I (0.90) I �(300) (Comments I 1 - Uniform (PSF) 0 to 17' 1 1/2" 15' 12.0 40.0 Residential - Living Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and publisned design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. 1(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator 1::L:6. 44'h P'?c.i. S TOA,, nt[� et.t Dl..Js '9 X341 5111 PASSED 30 of 45 System : Floor Member Type : Drop Beam Building Use : Residential Building Code: 18C Des;gn t•!Ej"odohgy : Asr {Zj) SUSTAINA13l.F. FORESTRY INITIATIVE 5/3/2015 9:34:06 AM Forte v4.6. Design Engine. V6 1.1.5 Page 1 of 1 i, MEMBER REPORT Main Floor, 22. M.F. Beam at Grids F-D & 3 1 piece(s) 5 1/2" x 12" 24F-VS DF Glulam Overall Length: 17' 1 1/2" i 0 0 t4 7' 1 1/2* T 1 1/2' a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8176 @ 9' 3 3/4" 12856 (5.50") Passed (64%) -- 1.0 D + 1.0 L (Adj Spans) _Shear (Ibs) 3374 @ 10' 6 1/2" 11660 Passed (29%) 1.00 1.0 D + 1.0 L (Adj Spans) Pos Moment (Ft-Ibs) 6149 @ 14' 26400 Passed (23%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-Ibs) -6401 (o 9 3 1/4: 26wuu 1 Passed (24ro) I 1.W I 1.0 0 + ..0 L LHoj spans) Live Load Dell. (in) 0.026 @ 13' 3 9/16" 0.249 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Dell. (in) 0.040 @ 13' 4 5/16" 0.374 Passed (L/999+) 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) oetlection criteria: LL (L/360) and TL (1-1240). Overhang deflection criteria: LL (2L/360) and TL (21.J240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 1 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 4 3/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 10 15/16". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NOS 2005 methodology. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor loo Live Roof Lhn, Total 1 - Stud wall - SPF 5.50" 5.50" 1.72" 838 3174 -133 4012/-133 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.50" 2527 5649 896 9072 Blocking 3 - Stud wall - SPF 5.50" 5.50" 1.59" 1384 2195/-290 922 4501/-290 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Lire Roof Live Loads Location Width (0.90) (L0B) pwe snow 125) Comments 1 - Uniform (PSF) 0 to 17 1 1/2" 15' 12.0 40.0 - Residential - Uving Areas 2 - Point (lb) 14' N/A 1392 - 1686 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to i assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable I forestry standards. I The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes i f-c:n r,7,iyk.h 06" ».th Pi.,k.k. S Tu6tla ,*crc obl ym-nl COm PASSED 31 of 45 System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC De.wjn M4 %iwuoioyy . wSt) S SUSTAINABLE FORESTRY INITIATIVE 51 12015 9:58:02 AM Forte v4.6. Design Engine V6 1.1.5 Page 1 of 1 32 of 45 Lateral Analysis 5/3r2015 Design Maps Summary Report T5LM Design Maps Summary Report User -Specified Input 33 of 45 Report Title 12060 44th Place S Tukwila 98178 Mon May 4, 2015 01:34:55 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.495561N, 122.274291W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Smi 5000m 41t aB mapquest USGS-Provided Output 0- Ss = 1.503 g Sr,s = 1.503 g S1 = 0.564 g Sr,l = 0.846 g Na;wcast a O t3 N0ATN ,1DP , .. So, = 1.002 g So, = 0.564 g AM ERICA 0 mapQuest For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCEjk Response Spectrum 1,76 1.60 1.44 1.29 1.12 0.96 to 0.20 0.64 0.48 0.32 0.16 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 LBO 2.00 Period, T (sec) Design Response Spectrum 1.10 0.95 O.B9 0.77 .. C� 0.66 to 0.55 0.44 0.33 0.22 0.11 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) A:though Ois mformabon is a product of the U.S. Ceological Survey, we provide no warranty; expressed or rrrrplrad, as to the http://ehp4-earthquake.cr.usgs.gov/designmapsiuslsummary.php?templa1e=minimal&latitude=47.495555&longitude=-122.274287&siteciass=3&riskcategory=0... 112 RIM 101 lul sw6 la 4040 604, Al sw6 BED#2 M.BED b 2F, HALL 7'-4' ;46B C FAT,.scum ❑ v7C 3:-0 wic I 2468 5 3a 3b sw6 sw6 BED#3 (D 34 of 45 0 cl 2 sw6 SW6 Bl FLOOR BELOW p /A* -A\ . .. .... ... .... LNE OF WALL BELOW . . .... .... ... ... UPPER FLOOR & SHEARWALL PLAN -0 GLAZING LOWER FLOOR 1058 SF GLAZING 9S ST PERCENTAGE Q6T 110V SMOKE GET- �TOR PER UBC SE. W/ BATTERY BACKUP INTERCONNECTED. OS--# SH EARWALL NO. SEE SHEARWALL SCHEDULE SHEET 3 -1 ALL EXTERIOR WALLS NOT CALLED OUT TO BE SW_I Xxxx. HOLD,-WNS • NOTES: 1. DO NOT SCALE -VERIFY DIMENSIONS !I. FASTENERS FOR PRESERVAPNE-TREATED AND FIRE-RETARDANT-TRFATED WOOD SHALL BE OF 2. TOP WINDOWS LINE Up WITH TOP DOOR U.N.O. HOT -DIPPED ZINC -COATED GALVANIZED SlEEL, STAINLES" SILCON BRONZE OR COPPER, 31 ALL WINDOWS ARE OPERABLE U.N.O. 12. ALL MACHINE BOLTS SHALL BE ASTM A307 OR 4. 2X6 Hr#2 STUD 0 16' O.C. EXT. WALLS U.N.O. . HILTI �Wj� BETTER. OLTS/SMPSON TITEN HD BOLTS B, OF THE SAME DIAMETER AS SHOWN IN T-E SHEARWA'L SCHEDU t MAY BE SUBSDT ­P ANCHOR BOLTS LBOLTS p 5. r21 INSULATION TYP. EXT. WALLS INTO EXISTING CONCRETE. SHALL BE EMBEDDED A MINIMUM OF 5" INTO EXISTING 6. R30 INSULATION FLOOR CONCRETE. 7. DOUBLE JOISTS UNDER WALLS OR PARTITIONS 13. WHERE NAILS ARE SPACE' AT 3* ON CENTER OR PARALLEL TO JOISTS LESS. NAILS MUST OF. SlA(,GERED. -SOLD BLOCKING JOISTS AT SUPPORTS. PART�T. IONS PERPENDICULAR �O UNDER14. PRIYODE PROPERLY SIZE WASHERS UNDER HEADS STS AND UNDERSIOE STRUCTURAL POSTS JOISTS AND NUTS OF ALL- BOLTS AND LAG SCREWS GLARING 9. HEADERS NOT CALLED 01,17 TO BE 4X10 DF#2 'WI 2X ON WOO-. TRIM STUD 15, PRO'GE 3XT/16 WASHER AT ALL ANCHOR 10. FRAMING LUMBER IN CONTACT Yi.TH CONCRETE SOLTS. VERIFY WITH LOCAL_ JURlSDICTiON REOUIRFMENTF OR MASINP- SHALL BE PRESSURE TREATED. KEY NOTES 1 COVER WALL ADJACENT TO TUBS AND SHOWERS WITH 5 11 0" SMOKE DEFECTOF NON-ABSORBENTMATERIAL TO ?2' ABOVE DRAIN EACKLP INTERCONNECT INLETS. SEE NOTV_(�\ 36- HlilI F?A;I.:NG. `R( li 'EAR SP`CCB�N 8E�[ (TOTAL 18 RISERS 0 3 3,14' PLUS _OTAL HEIGTH:T9'-O FYP. INTETIMF ATE . 0' ,10.25' FIFLUD VER.I.P(I 16 TREMS 0 (FIELD HOR!ZONTA. LOAD RED V­RIFYl e 3 EMERGENCY EGRESS WINDOW PER IRC 310,1 IVERi SLEEPING ROOM. SHALL BE PROVIDED WITH AR LEAST ONE OPENABLE DOOR OR. WINDOW WITH A MWINIUM. NE- OPEN AREA OF 5.7SF WITH 20' MIN. ". 'LEAR OPEN WIDTH. 24" MIN. CLEAR OPEN HEIGHT ANF 44" MAX. SILL HE.rH. 4 22"X30 ATTIC SPACE ACCESS W/ 30" CLEARANCE INSULATE AND WliAT+:ER STRIP, 35 of 45 a, \ Al sw6 � �' � s-� ^' �^=i 5•..G• -I i 6.-0" , V-0' , /sw3 ,...sW�._.. 3 s sw3 2 «6 lb 1c a 5045 5046 50610 UP TO Of:ILI';; } G0.6 Z o ` 3 DEN MARnWOOO FAMILY � DI OARPE' \ O : sw6 l 2068 5 SHE:VE 5 PAN SHELVES N \ 11 11 - FAMUM-_— _ e N iP - .WIC Ly in �— El - 2468 2468 \ 1O DINING • � o 11 ' C1 \ . LAUND. \ sw6 FAN❑5GOFN. o - I VTO o 40 ~ g a STOR. - 0 Is? F0 Q SINhJ� _ 6X6 p OS7,13 O \ ca \ 6<o Posr D2 i'7W 3e� 3b ,_� 11 . _, 6 sw6 sw3 sw3 1 3" DIA. PIPE - BOLLARD } sw6 a m sw6 61 FOYER LIVING I <> a s a I .A- ii .. �Kz �6061 0 1060 LINE OF WALL ABC/E J m ` ...._ 205E 6050 2050 ' 3c 3d \ ENTRY SW4 SW4 ' DOUBLE GARAGE o o (:'\ \ L -� 7.'-0' 2'-10 t; 2' / / - - , / 2'-10 1/2" /_ 2 ..9' ..,. y,_ fi 0 MAIN FLOOR & SNEARWALL PLAN _/4._;;_O 36 of 45 NTP Engineers Made By: Date: 1 5/5/15 16507 NE 50th St - Redmond, WA 98052 Checked by Date: I Sheet No. Tel: 425-89 i -5111 Fax: 425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Design untena Design Criteria: Code: International Building Code, 2012 edition National Design Specification for Wood Construction 2010 edition American Concrete Institute, 318-10 edition American Society of Civil Engineers, 7-10 edition Proiect Site: 12062 44th Place S Seismic: Wind: Live Loads: Soils: Tukwila WA 98178 R = 6.5 Bearing wall system, Wood structural panel walls Mapped Spectral Acceleration, Ss = 1.503 Mapped Spectral Acceleration, S 1 = 0.564 Soil Site Class = D Exposure: B Basic Wind Speed = 85 mph Speed Up Factor Kzt = 1 Roof = 25 psf (Snow) Floor Residential = 40 psf Decks = 40 psf Balcony = 60 psf Values Assumed by Owner: Soil Bearing = 1,500 psf Active Soil Pressure = 35 pcf Passive Soil Pressure = 250 pcf IBC Soil Profile Type = S d Frost Depth = 12 inches Latitude = Longitude;: IBC 2012 NDS. 2010 ACI-318, 2010 ASCE 7-10 47.495555 -122.274287 (See attached print out) 37 of 45 NTP Engineers Made By: Date: 1 5/5/15 1 0 16507 NE 50th St - Redmond, WA 98052 Checked by jDate I ISheet No. Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S, Tukwila 98178 Description: Design Criteria - Dead Loads Roof Assembly Dead Load: Metal Roof Material 1.0 psf 1/2" Plywood Sheathing ................ 2.0 psf Wood Trusses at 24" o.c....................... 3.0 psf Insulation .................................... 1.0 psf (1) Layers of 1/2" GWB......................... 2.0 psf Miscellaneous ........................... 3.0 psf Total .......................................... 12.0 psf Use DL = 12.0 psf Floor Assembl Dead Load: Flooring .................................... 1.0 psf 3/4" T & G Plywood ............................. 2.5 psf Floor Joist at 16" o.c.................... 3.5 psf (1) Layers of 5/8" GWB......................... 2.5 psf Miscellaneous ........................... 1.5 psf Total ........................................ 11.0 psf Use DL = 12.0 psf Deck Dead Load: Decking .............................. 4.0 psf Miscellaneous ........................... 2.0 psf Total ..................................... 6.0 psf Use DL = 6.0 psf Exterior Wall Assembly Siding 1.0 psf 2x6 at 16" o.c.............................. 1.7 psf Insulation .................................. 0.5 psf 15/32" Plywood Sheathing .................... 1.5 psf (1) Layers of 1/2" GWB ........................ 2.3 psf Miscellaneous ........................... 0.5 psf Total .......................................... 7.5 psf Use DL = 8.0 psf 64 plf Interior Wall Assembly (2) Layers of 1/2" GWB ........................ 4.4 psf 2x4 at 16" o.c...................................... 1.6 psf Insulation ......................................... 0.5 psf Miscellaneous ........................... 0.5 psf Total .......................................... 7.0 psf Use DL = 7.0 psf 56 plf 38 of 45 NTP Engineers 16507 NE 50th St - Redmond, WA 98052 Made By: Date: 515115 JJob No.: Checked by: Date: Sheet No.: Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Wind Base Shear ItlL zulz basic vvino opeea, Vas = 85 mph (IBC 2012, Section 1609.3) Exposure = B (IBC 2012, Section 1609.4) Importance Factor, Iw = 1.0 (IBC 2012, Table 1604.5) Roof Slope = 4.0 :12 = 18.43 degrees Loads Front/Back - Width (ft)= 50.0 ft Roof Profile: Gable Loads Side - Width (ft) = 54.0 ft Roof Profile: Gable Eave Height = 25.0 Mean Roof Ht. = 20.0 ft Edge Strip Width, a = 5.0 ft (Figure 1609.6.2.1 note 10) End Zone Widths = 10.00 ft (2'a) Wind Speed Up Kzt = 1.38 (Seattle Wind Speed Up Map) Table 1609.6.2.1(1) Basic Table for Exp B, ht. = 30' HORIZONTAL LOADS (psf) Basic Wind Speed, Vas (mph) Roof Angle Roof Rise lin 12" End zone Interior zone A(Wall) B (Roof) C (Wall) D (Roof) 85 0 to 5 10 15 20 25 30 to 45 Flat 2 3 4 6 1 7 to 12 11.5 -5.9 7.6 -3.5 12.9 -5.4 8.6 -3.1 14.4 -4.8 9.6 -2.7 15.9 -4.2 10.6 -2.3 14.4 2.3 10.4 2.4 1 12.9 8.8 10.2 7.0 39 of 45 NTP Engineers 16507 NE 50th St - Redmond, WA 98052 Made By: Date: 5151 Job No.: Checked by: Date: Sheet No.: Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Wind Base Shear 18C 2012 Basic Table modified for roof angle Interpolated Value for exposure B, ht. = 30' HORIZONTAL LOADS (psf) Basic Wind Speed, V,, (mph) Roof Angle Roof Rise in 12" End zone Interior zone A (Wall) I B (Roof) C (Wall) I D (Roof) 85 18.43 4.00 15.4 -4.4 10.3 -2.4 A= 1.00 (Table1609.6.2.1(4)) Design Wind Presures, p==t.i.-Ps30 HORIZONTAL LOADS (psf) Basic Wind Speed, Vas (mph) Roof Angle Roof Rise in 12" End zone Interior zone A (Wall) B (Roof) C (Wall) I D (Roof) 85 18.43 4.00 15.43 -4391 110.29 -2.43 40 of 4.5 NTP Engineers 16507 NE 50th St -Redmond, WA 98052 Made By: Date: 5/5/15 Job No.: Checked by: Date: Sheet No.: Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Wind Base Shear IOU Lu It WIND FORCES: Full Impact At Basement? Yes (No =1/4 Impact) Front/Back Direction: Location Width Height Plane End Zone End Zone Int Zone Int Zone Force Min Force feet feet length pressure (W) length pressure (W) kips W*w kips W*w ROOF Top Roof to Plate 38.0 3.00 (roof) 10.0 15.43 28.0 10.29 1.7 1.5 Plate to Mid 2nd Story 38.0 4.50 (wall) 10.0 15.43 28.0 10.29 2.6 2.2 S = 4.3 3.7 SECOND Mid 2nd to 2nd Floor 38.0 4.50 (wall) 10.0 15.43 28.0 10.29 2.6 2.2 Top Low Roof to Plate 0.0 0.00 (roof) 10.0 15.43 -10.0 10.29 0.0 0.0 2nd Floor to Mid 1st Story 50.0 5.50 (wall) 10.0 15.43 40.0 10.29 4.0 3.6 S = 6.6 5.8 FIRST Mid tstto 1st Floor 50.0 5.50 (wall) 10.0 15.43 40.0 10.29 4.0 3.6 Top Low Roof to Plate 0.0 Ono (roof) 10.0 1543 -10.0 10.29 0.0 0.0 1st Floor to Mid B Story 0.0 0.00 (wall) 10.0 15.43 -10.0 10.29 0.0 0.0 S = 2.0 1.8 Total Wind Base Shear (kips), w*WFB = (IBC 2012 1609.1.2) MinWind Base Shear (kips) w" nn FB Controling Wind Base Shear (kips) w*WFB = Side Direction: Full Impact At Basement? No (No = 1/4 Impact) 13.0 13.0 11.3 11.3 13.0 12.97 Location Width Height Plane End Zone End Zone Int Zone Int Zone Force Min Force feet feet length pressure (W) length pressure (W) kips W*w Kips W*w ROOF Top Roof to Plate 62.5 3.00 (roof) 10.0 15.43 52.5 10.29 2.7 2.44 Plate to Mid 2nd Story 62.5 4.50 (wall) 10.0 15.43 52.5 10.29 4.1 3.66 S = 6.8 6.09 SECOND Mid 2nd to 2nd Floor 62.5 4.50 (wall) 10.0 15.43 52.5 10.29 4.1 3.66 Top Low Roof to Plate 10.0 0.00 (roof) 10.0 15.43 0.0 10.29 0.0 0.00 2nd Floor to Mid 1st Story 62.5 5.50 (wall) 10.0 15.43 52.5 10.29 5.0 4.47 S = 9.0 8.13 FIRST Mid 1st to 1st Floor 62.5 5.50 (wall) 1 10.0 15.43 52.5 10.29 5.0 4.47 Top Low Roof to Plate 0.0 0.00 (roof) 10.0 15.43 -10.0 10.29 0.0 0.00 1st Floor to Mid B Story 0.0 0.00 (wall) 10.0 15.43 -10.0 10.29 1 0.0 1 0.00 S=1 1.2 1 1.1 Summary: Wind Forces w*W LEVEL w*WFB w*WSIDE ROOF 4.3 6.8 SECOND FLOOR 6.6 9.0 FIRST FLOOR 2.0 1.2 Total 13.0 17.0 Total Wind Base Shear (kips), w*W51, = 17.0 17.0 (IBC 20121609.1.2) MinWind Base Shear (kips) w*Wmin side = 15.3 15.3 Controling Wind Base Shear (kips) w*Wslde = 17.0 17.0 41 of 45 NTP Engineers 16507 NE 50th St - Redmond, WA 98052 Made By: Date: 515115 lJob No.: Checked by: Date: ISheet No.: Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Seismic Weights DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Rho Factor (p) Per IBC 1617.2.2 Unit Roof Weight: 12 psf Front Back Side Side Unit Floor Weight: 12 psf 2nd Story = 1.00 1 1.00 Unit Exterior Wall Wt: 8 psf 1st Story = 1.00 1 .00 Unit Interior Wall Wt: 7 psf Basement = 1.00 1 100 Max = 1.00 1.00 LOCATION LENGTH HEIGHT UNIT WT. Total Wt. Sub -Total ROOF LEVEL (Ibs) (kips) Roof Area = 1500 1.000 12 = 18,000 Ext. Wall Below 178 4.5 8 = 6,408 Int. Wall Below 200 4.5 7 = 6,300 30.7 Kips 2ND STORY LEVEL Floor Area = 2450 1 12 = 29,400 Low Roof Area = 0 1 12 0 Ext. Wall Above 178 4.5 8 = 6,408 Int. Wall Above 200 4.5 7 = 6,300 Ext. Wall Below 178 4.5 8 = 6,408 Int. Wall Below 120 4.5 7 - 3,780 52.3 Kips 1 ST STORY LEVEL Floor Area = 750 12 Roof 0 Low Roof Area = 0 0 12 0 Ext. Wall Above 150 4.5 8 5,400 Int. Wall Above 120 4.5 7 = 3,780 Ext. Wall Below 175 0 8 = 0 Int. Wall Below 100 0 7 = 0 9.2 Kips BASEMENT LEVEL Ext. Wall Above 175 0.0 8 = 0 Int. Wall Above 100 0.0 7 = 0 0.0 Kips STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 83.0 Kips TOTAL WEIGHT OF STRUCTURE: 83.0 Kips average psf 20 average psf 21 average psf 12 42 of 45 NTP Engineers Made 13y: I Date: 5/5115 lJob No.: i 16307 NE 50th St - Redmond, WA 98052 Checked by I Date: ISheet No.: Tel 425-891-5111 Fax: 425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Seismic Story Shear IBC 2012 -.ASCE 7-10 Equivelant Lateral Force Analysis per IBC 20121616.6/1617.4--ASCE7 9.5.5 (ref table 9.5.2.5.1) Seismic Use Group = I From IBC 20121616.2.1 Site Classification = 0 From IBC 2012 Table 1615.1.1 Refer to attached sheet for Map specified variables Ss = 1.5030 Fa = 1.000 From attached sheet S, = 0.5640 Fv = 1.505 From attached sheet SDs = 1.002 = 0.67*1`, *S , (EQ 16-40) So, = 0.566 = 0.67*1`� *S, (EQ 16-41) Building Height; h = 22.0 ft Building Period Coefficient, CT = 0.020 ASCE 7-10. Table 9.5.5.3.2 Approx. Fundamental Period = 0.203 (CT.(hX `) ASCE 7-10, EQ 9.55.3.2-1 Response Modification Factor, R = 6.5 IBC 20121617.6 - ASCE 9.5.2.2 Occupancy Importance Factor, IE = 1.0 IBC 20121604.5 Seismic Design Catergory = D IBC 20121616.3 Redundancy Factor, r = Calculation Required IBC 20121617.2 --* ASCE 9.5.2.4 (front/back) (side/side) Catculated Redundancy Factor, r = 1.00 1.00 (From Seismic Weights Sheet) Seismic Response Coefficient Cs = SDs/R/I C, = 0.154 ASCE 7-10, EQ 9.5.5.2.1-1 Roof Ds, MAX = SD7R(R/1) Cs, MAX = 0.429 Third Seismic Response Coefficient, Minimum Second Cs, MIN = 0.G44SDs•l Cs, wN = 0.044 Roof Cs = 0.154 Seismic Base Shear, V = 0,154 W Dead Load W = 83.0 kips V = 12.8 kips (front/back) (side/side) E= rV = 9.14 9.14 kips Vertical Distribution ner ASCE7 - 9.5.5.4 ASCE 7.10, EQ 9.5.5.2.1-2 ASCE 7-10, EQ 9.5.5.2.1-3 11% IBC 20121617.1 ASCE 9.5.2.7 IBC 20121605.3.2 Story Total Story ront/ ack i e/ ide ronVBack Side/ ide Floor Height Height Weight Story Force Story Force Story Shear Story Shear H h. W. WA, I Fi Fi E/1.4 E/1.4 Fi/Wx (ft) (ft) (kips) (k-ft) (kips) (kips) (kips) (kips) Roof 8.00 17. 30,7 5 1 4. 4.6 16% Second 9.00 9.00 52.3 471 4.33 4.33 9.14 9.14 8% First 0.00 0.00 9.2 0 0.00 0.00 Base 0.00 0.00 0.0 0 0.00 0.00 k = 1.0 SW.h.' = 993 43 of 45 NTP Engineers 16507 NE 50th St - Redmond, WA 98052 Made By: Date: 05/05/15 7Job No.: Checked by: Date: Sheet No.: Tel:425-891-5111 Fax:425-242-8073 Project Name: 12062 44th PI S; Tukwila 98178 Description: Lateral Design Loads IBC 2009 FrontBack Forces Side Forces Level Wind w"WFs(kips) Seismic E(kips) Governing Force Story Force Wind w'Ws(kips) Seismic E(kips) Governing Force Story Force Roof Second 4.31 6.63 4.81 4.33 Seismic Wind 4.81 6.63 6.77 9.03 4.81 4.33 Wind Wind 6.77 9.03 Base Shear 10.95 9.14 11.44 1 15.80 9.14 15.80 Roof 4.81 kips Roof 4 Seismic 6.77 kips Wind Second 6.63 kips Second Wind 9.03 kips Wind First First Front/Back Direction Side Direction ;x er $'=3333333 $ii33i333 $�9935433 3 Y 3 LL � LL £499m59ry a vvv�vv � vv v'"vvN = vvvNvv - s 3¢ s 8 ��3333333 aaa¢¢aa e$3333333 a4aa �'$333333 a Mr333i3i3 LL�r��333�3 LL$�€g3�N m �$ggqoqoo p�0000 0o m'y= mm;�..- NS N m� How ma g aE �S3SS3 Q�"£33SS p? 12 _r3���� E E 3$$3 � G3o."'3 ��3 E �'4=30; am m m m '{ �i�emmceme ing000000o Ef 00000 nS �.ceevec �iS000000o P� o0000 a -00000 l3i�mrvry N.-o N_ N_ e y �xeoeee �o vEi"---So-oo �" n` 000-� Xocuemet o00000 # % vem0000 % 2oS ;3 eryS 3R $ rvgoSrvo 54 R 8 �.o..__o y P 8 c a y P -,28gs882 s' nn.�.�oo sx'W mmeeo� Fw mmon�o _ �Po %Y•' �' Yc g s e �, Gi occcce m _� 0000000o ggg ry g �� O Z cccooc fit E: �n c0000 co co wE o3ococ a.�m o; x, d,o�cecem g2 7 3 miGr000 �raaaaaaaaa lllui; <m a - Yv°3iii3z3z Yo° zz33zzzz RLL 3 LL� LL c 3s's Exm 8o mzm ?3 Ex uw mw y LL mmmm m _ __ a o_a8geve y - � m o 0 'r ��,8$83SS33z ��'S'e3ggee3 � c 12 ;j �x� oo e E �`nrvrvNr.«"rn vn E= e.R�F�ovv E '}` o0000000 00000eeo N o0000000 0000000e m e y�o«ee--oee _= wpm«ee�meeo eo �, � � eee eee 8 � eee eeee �$ FE B� �goeoe_�eee � �eooeooee � a q po^ E z E E - eeeeo6-6 - ooeeoe`ee = eF o_ ELLa on `a5 oo6-�66o6 u) 03o a - $a o 6-6 isilz o 3y� � ��8888oSS8 S -_' 6= 888 L GEOTECH CONSULTANTS, INC. Jimmy Phan 7500 South Taft Street Seattle, WA 98178 via email. jmpjimmy66@gmail FILE REVIEWED FOR CODE CQ L1H1 APPROVED AUG 3 1 2015 City of Tukwila ILDING DIVISION Subject: Geotechnical Engineering Reconnaissance Proposed Single -Family Residence(s) 12060 & 12062 — 4411' Place South Tukwila, Washington Dear Mr. Phan: 13256 Northeast loth Street, Suite 16 Bellevue, Washington 98W5 (425) 747-5618 FAX (425) 747-8561 July 7, 2015 �g'CON ST� �� � OQ. F WASH �. ` V 6019 kt v "�SS/nwret . JN 15264 This report presents the findings and recommendations of our geotechnicai engineering study for the site of the proposed single-family residence(s) to be located in Tukwila. The subject site consists of two parcels (#12060 and #12062) located along the northeastern side of 44th Place South. We were provided with preliminary plans for the project which were prepared by Ken Nguyen and dated May 5, 2015. Based on these plans and conversations with you, we understand that a new two-story, single-family residence with an attached garage will be constructed in the northeastern half of the site (#12062). The proposed new residence will have foundations near the existing grade and will overly a crawlspace with the exception of the garage, which will be constructed with a slab -on -grade. The house will be offset 5 feet from the northwestern property line. A paved driveway will extend from the house across the southwestern parcel (#12060) along the northwestern property line to.44th Place South to the southwest. The footing drains are proposed to outlet to a gravel -filled drainage bed located northeast of the residence and a minimum of 10 feet from the property lines. We understand that the existing house on the southwestern parcel (#12060) may also be demolished and a mirror -image of the northeastern residence may be constructed on the southwestern parcel. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendaOTandfuclusions of this report are warranted. CITY OF TUKWILA SITE CONDITIONS SURFACE AUG 12 2015 PERMIT CENTER The rectangular -shaped subject site has 80 feet of frontage on its southwestern side along 441h Place South and consists of two parcels that have a total depth of 254 feet. The southwestern parcel (#12060) extends 110 feet from 44th Place South and #12062 covers the remaining 144 feet of depth to the northeastern property line. The flat property contains a one-story residence overlying a half -basement in the center of the southwestern parcel. The basement floor elevation is approximately 3 feet below the surrounding grade. The remainder of the subject site is covered with grass. At the time of our site visit, the northeastern portion of the site appeared to have been recently stripped of bushes. CA A R Ek i ON GEOTECH CONSULTANTS, INC. Jimmy Phan JN 15264 July 7, 2015 Page 2 The subject site is bordered by 44t' Avenue South to the southwest, two-story single-family residences to the northwest and southeast, and a railway owned by BNSF Railway Company to the northeast. There are no steep slopes on or near the subject site. SUBSURFACE The subsurface conditions were explored by excavating four test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration. The test pits were excavated on June 12, 2015 with a mini excavator. A geotechnical engineer from our staff observed the excavation and logged the test holes. The Test Pit Logs are attached to this report. Soil Conditions The test pits encountered 3 to 4.5 feet of loose sandy silt fill soils overlying soft to medium stiff alluvial soils. The native alluvial soils were predominantly sandy silt with thin layers of interbedded sand which extended to the maximum -explored depth of 8 feet. These alluvial soils are typical of the area and have been deposited by flowing water over the last approximately 10,000 years since the glaciers receded from the Puget Sound area. These alluvial soils vary in composition and density depending on the velocity of the water that deposited them. Groundwater Conditions Slight perched groundwater seepage was observed at approximately 6.5 to 7 feet in our explorations. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in more permeable soil layers and between the upper loose fill and the underlying, less permeable silty soils. CONCLUSIONS AND RECOMMENDATIONS GENERAL The test pits conducted onsite encountered soft to medium stiff sandy silt at a depth of approximately 3 to 4.5 feet below the existing grade which are moderately compressible. These compressible alluvial soils underlying the site are consistent with other geotechnical work we have completed in the vicinity and are typical of the Tukwila area. Buildings using conventional foundations constructed on top of these compressible soils may experience vary amounts of differential settlement over time. Additionally, there is some potential for loose soils located beneath the water table to liquefy during a large earthquake. Additional measures can be incorporated into the foundation design to limit the amount of long-term differential settlement and to protect against excessive differential settlement during a large seismic event. Considering these issues, we recommend the new houses(s) be supported on continuous conventional foundations. Isolated pad footings should not be used; they should instead be tied into the structure's perimeter foundation with the use of strip footings. Excavation for the GEOTECH CONSULTANTS, INC. Jimmy Phan JN 15264 July 7, 2015 Page 3 foundations should extend through the fill to the native silt soils below. In addition, these footings should then be placed over a minimum 2-foot thickness of compacted rock spall or recycled concrete spall fill overlying the native soils. While some cosmetic cracking and settlement should be expected over the design life of the foundations, the use of continuous footings and the underlying rock fill should allow the structure(s) to settle more uniformly. These measures should mitigate the potential for catastrophic foundation failure during an earthquake and for severe differential settlement over time. The native alluvial soils are very silty in nature and therefore have a very low permeability. Slight perched groundwater was also observed at relatively shallow depths during our explorations. Based on these conditions, it is our opinion that on -site infiltration of stormwater is not appropriate for the subject site. In the plans we were provided, the footing drains for the proposed building outlet to a 5- by 10-foot by 5-foot-deep rock -filled drainage bed. This system should be suitable to disperse the minimal water collected by the proposed footing drains in our opinion. However, as stated above, any collected stormwater should outlet to an approved stormwater system. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property.owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class Type E (Soft Site Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.0 second period (Si) equals 1.51g and 0.57g, respectively. The site is underlain by loose alluvial soils typical of the area. These soils have a moderate to high potential for at least localized seismic liquefaction under the Maximum Considered Earthquake (MCE), which has a return period of 1-in-2,475 years. The recommendations presented in this report are intended to prevent catastrophic failure of the building(s) in the event of seismic liquefaction. Seismic Liquefaction The site is underlain by loose, saturated, alluvial soil consisting of silty sand, sand, and sandy silt. These soils have been demonstrated to have a moderate to high potential for liquefaction during a large earthquake. Current geotechnical analysis cannot accurately predict where and to what extent soil liquefaction will occur during a large earthquake. It is therefore prudent to assume that soil liquefaction could occur beneath the site. The study of liquefaction and its resulting effects is ongoing, as development in areas underlain by saturated alluvium or hydraulic fill has only really occurred to a great extent in the last 30 to 40 years. Recent observations from earthquakes occurring in the State of California and in Japan indicate the following information about structures in areas underlain by liquefiable soil: • Ground surface subsidence due to liquefaction tends to occur either over a large area or at concentrated points where sand boils occur. GEOTECH CONSULTANTS, INC. Jimmy Phan July 7, 2015 J N 15264 Page 4 • Differential foundation settlement typically occurs either at the location of a sand boil or where the subsurface soil conditions change significantly. • Catastrophic foundation settlement due to liquefaction occurs primarily as a result of lateral spreading, particularly in waterfront areas. • Conventionally constructed commercial buildings have not been documented to exhibit a high percentage of catastrophic foundation failures due to soil bearing loss in liquefiable areas. Due to the uncertainties in predicting the potential effects of seismic liquefaction on structures in the Renton Valley, we recommend that all foundations be supported on at least 2 feet of structural fill and that foundations be continuous. This will allow the exterior footings to span across any areas of concentrated liquefaction (sand boils). Additionally, we recommend that buildings be designed for a Type 4 soil profile, which results in the largest total design base shear. Considering the recommendations presented in this geotechnical report, it is our professional opinion that the differential foundation settlement that could be experienced by the (structure) during a large earthquake should be on the order of 2 to 3 inches in a distance of 50 feet. It is our opinion that no additional liquefaction mitigation measures need to be incorporated into the structure beyond what are recommended in this geotechnical report. By preventing catastrophic settlement of the foundations, the safety of the occupants should be protected. This conforms with the intent of Section 1626.1 of the 1997 UBC, which requires that the design "safeguards against major structural failures and loss of life." The intent is not to prevent damage or ensure continued function of the structure after the design seismic event. CONVENTIONAL FOUNDATIONS We recommend that all footings supporting the house(s) and garage(s) be continuous and have a minimum width of 16 inches. The foundations should be placed on at least 2 feet of imported rock fill, such as 2- to 4-inch quarry spalls or railroad ballast rock. If extremely soft soils or highly organic soils are encountered, additional excavation and rock fill may be necessary. It will be important that the foundation trenches be observed by a geotechnical engineer prior to placing the rock fill. All footings should be bottomed at least 18 inches below the lowest adjacent finished ground surface. This is intended to provide protection against frost heave and scour of the soil beneath the footings. An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thickness, will be about one -inch, with differential settlements on the order of 1/2-inch in a distance of 25 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the GEOTECH CONSULTANTS, INC. Jimmy Phan JN 15264 July 7, 2015 Page 5 foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction 0.40 Passive Earth Pressure 250 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. SLABS -ON -GRADE The garage floors can be constructed as slabs -on -grade atop firm, non -organic soil, or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4-inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6-mil plastic sheeting have been used in the past, but are now recommending a minimum 10-mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the GEOTECH CONSULTANTS, INC. Jimmy Phan JN 15264 July 7, 2015 Page 6 concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and 'other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. DRAINAGE CONSIDERATIONS Footing drains should be used where: (1) crawl spaces or basements will be below a structure; (2) a slab is below the outside grade; or, (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. A typical drain detail is attached to this report as Plate 4. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. Slight groundwater seepage was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should GEOTECH CONSULTANTS, INC. Jimmy Phan JN 15264 July 7, 2015 Page 7 slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our site visit. If the subsurface conditions encountered during construction are significantly different from those anticipated, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. This report has been prepared for the exclusive use of Jimmy Phan, and his representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. 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 as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. We appreciate the opportunity to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. GEOTECH CONSULTANTS, INC. Jimmy Phan July 7, 2015 Attachments: Plate 1 Plate 2 Plate 3 Plate 4 ASM/JHS:at Respectfully submitted, GEOTECH CONSULTANTS, INC. James H. Strange, Jr., P.E. Associate Vicinity Map Site Exploration Plan Test Pit Logs Typical Footing Drain Detail JN 15264 Page 8 GEOTECH CONSULTANTS, INC. GEOTECH CONSULTANTS, INC. (Source: Microsoft MapPoint, 2013) VICINITY MAP 12060 & 12062 - 44th Place South Tukwila, Washington Job No: Date: Plate: 15264 1 June 2015 1 \ 1. u. i ------------------------ -I— f- � - tk g; --__ _ --- —_— ------- ---_________� T i I Esdrg Asa a :o � � ?Csxf?rw;S:? 'a t (#12060) zl (#120s2) 1• __ _._i, TP-3 ,,,�. TP-1 —� zj u� i t vas a I cis z I �� ,o i ----------------- $ q i i 1 rasa lu I ! 1:c e i ! Legend: Test Pit Location GEOTECH CONSULTANTS, INC. SITE EXPLORATION PLAN 12060 & 12062 - 44th Place South Tukwila, Washington Job No: Date: Plate: 15264 June 2015 No Scale 2 TE5T I'll 0.0 — 4.0 Dark -brown sandy SILT with gravel and roots, fine-grained, dry, loose [FILL] - at 1.0', becomes tan mottled orange, moist to dry - at 3.0', becomes dark -brown 4,0 — 6.5 Gray mottled orange sandy SILT, fine-grained, moist, soft to medium -stiff [ML I est Pit was terminated at a depth of 6.5 feet on June 12, 2016. No groundwater seepage was observed during excavation. TEST PIT /TP12 Depth (feet) Soil Description 0.0 —1.0 Dark -brown sandy SILT with qravel and roots fine-grained, dry, loose FILL 1.0 — 2.5 Gray SAND with gravel, fine- to medium -grained, moist, loose FILL 2.5-4.0 Dark -brown intermixed with orange -brown, sandy SILT with gravel and roots, fine-grained, dry, loose FILL 4.0 — 8.0 Gray mottled orange sandy SILT with thin sand layers, fine-grained, moist, soft to medium -stiff [ML] - at 65, becomes medium -stiff - at 7.0' layer of SAND fine- to media rained wet i es[ r,n was terminated at a aeptn of 6.0 teet on June 12, 2015. Slight perched groundwater seepage was observed at 7.0 feet during excavation. 1h5T PIT ITP) 3 0.0 — 3.0 Dark -brown sandy SILT with gravel and roots, fine-grained, moist to dry, loose [FILL] 3.0 — 7.0 Gray mottled orange sandy SILT with thin sand layers, fine-grained, moist, soft to medium -stiff [ML] - at 65, becomes very moist to wet, medium -stiff Test Pit was terminated at a depth of 7.0 feet on June 12, 2015. Very slight perched groundwater seepage was observed at 6.5 feet during excavation. TEST PIT (TP) 4 0.0 — 4.5 Dark -brown sandy SILT with gravel and roots, fine-grained, moist to dry, loose [FILL] - at 4.0' old PVC i 4.5 — 5.0 Gray mottled orange sandy SILT, fine-grained, moist, soft to medium -stiff [MIL] Test Pit was terminated at a depth of 5.0 feet on June 12, 2015. No groundwater seepage was observed during excavation. "Note - Letters in brackets [ ] denote USCS soil designation_ GEOTECH CONSULTANT'S, INC. TEST PIT LOGS 12060 & 12062 - 44th Place South Tukwila, Washington Job No: Date: Plate: 15264 June 2015 1 1 3 Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Nonwoven Geotextile Washed Rock Filter Fabric (7/8" min. size) --� Tightline Roof Drain (Do not connect to footing drain) Possible Slab 4" Perforated Hard PVC Pipe (invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 12060 & 12062 44th Place South Tukwila, Washington Job No: Date: Plate: 15264 June 2015 1 4 DESCRIPTIONS ACCOUNTQUANTITY PAID PermitTRAK $45,040.30 D15-0113 Address: 12062 44TH PL S Apn: 3347400881 $45,040.30 0.7S INCH $6,630.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $490.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,913.10 PERMIT FEE R000.322.100.00.00 0.00 $3,908.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00_ ; PUBLIC WORKS $1,722.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 ( $'-17:50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 �$217.5D 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 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250:a0 -, SEWER SERVICE FEE $19,200.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,200.00 TECHNOLOGY FEE $229.53 TECHNOLOGY FEE R000.322.900.04.00 0.00 -$229.5_�_ WATER SERVICE FEE $10,556.29 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $10,556.29 TOTAL FEES PAID •664: $45,040.30 'b 0 t36 Date Paid: Friday, November 13, 2015 Paid By: GIANG NGUYEN Pay Method: CHECK 107 Printed: Friday, June 17, 2016 10:07 AM 1 of 1 �_--771 `1 SYSTEMS Date Paid: Wednesday, May 20, 2015 Paid By: GIANG M NGUYEN Pay Method: CHECK 1002 Printed: Wednesday, June 01, 2016 11:24 AM 1 of 1 (7117All SYSTEMS MEMORANDUM TO: Laurie Anderson FROM: Brenda Holt lox DATE: June 17, 2016 SUBJECT: Tukwila Project — Lot 2 Permit Number D15-0113 Please draw a check in the amount of $4,808.10 (four thousand eight hundred eight dollars and ten cents) to be payable to Giang Nguyen care of Jimmy Phan at 11301 84ch Ave S in Seattle Washington, 98178. This is a refund for building permit and Public Works fees paid on this permit which expired. The applicant has reapplied for a new permit (D16-0135) and will be assessed the applicable fees. Please provide the refund as follows: Account 000.322.100.00.00: $4,349.60 Account 000.342.400.00.00: $241.00 Account 000.345.830.00.00: $217.50 Total: $4,808.10 Please forward the check to me and I will forward it on to the applicant. Thank you! Request for Refund XApproved for full refund (140 1 ,-At j-"/,4V 'J ❑ Approved for % refund of fee(s) ❑ Denied (provide explanation) Signature/Initials a I f *:S-�O�2l c - i+ 6,.,q 1 . SC �VkA- l 1,120C � ' -4,4 c%0 tit; i e aff t6 a� 0,A, ? 4-0 RECEIVED. CITY OF TUKWILA MAY 2 6 2016 PERMIT CENTER City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director May 25, 2016 Jimmy Phan 11301 84th Ave S Seattle, WA 98178 RE: Request for Extension/Reopen — D15-0113 Tukwila Project — Lot 2 —12062 4411 PI S Dear Mr. Phan, This letter is in response to your written request to re -open the already expired permit D 15-0113. The Building Official has reviewed your letter and determined that the City of Tukwila Building Division will not be re -opening the permit. A notice was mailed to the designated contact for this permit (Jimmy Phan) a full month ahead of expiration (letter was dated and mailed April 1, 2016) which provided two options to keep the permit in good standing. The first was to start construction and have an inspection and the second option was to submit a request for extension at least (7) days in advance of the expiration date. The request we did receive was received a week after the actual expiration of the permit. This is why your request for extension has been denied. In order for work to continue and inspections be conducted, a new permit will need to be issued. To do this, complete and submit a new application form along with four sets of plans. As with the original issuance of the permit, this submittal will need to be made in person. Please note this new permit will not be issued over the counter, it will need to go through the complete plan review process If you should have any questions, please contact our office at (206) 431-3670. Sincerely, C Q 1- Bill Rambo Permit Technician File: Permit No. D15-0113 WAPennit CenteAE.rtension Letters\Deruals\Perntits\20151D15-0113 Extension Denial.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 Request for Extension # I Current Expiration Date: — �P Extension Request: �x a I r?4 ❑ Approved for days I Denied (provide explanation) Signature/Initials �� / 2- �- / -2-0 � 6 �I col A,v7 �. Sv�r,C WA- Id l 7� Gt �� �1.((L vJ s �-2 rwi j �✓c RECEIVED CITY OF TLi tNILA �y L 5-- 0 13 . MAY 2 5 2016 PERMIT CENTER j Q r� I- f R 0-,�, 2 VXA ��- yam- . , s P C4orv�- 5%- F r f 0- (" Ilk City of Tukwila Department of Community Development 4/1/2016 JIMMY PHAN 11301 84 AVE S SEATTLE, WA 98178 RE: Permit No. D15-0113 TUKWILA PROJECT - LOT 2 12062 44 PL S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 5/17/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 5/17/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, `- Bill Rambo Permit Technician File No: D15-0113 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 * Fax 206-431-3665 1 F Y Y ��v� i-A1c-�e li S; o vt u.Q- AEGENED CiTV Or- T wWlLA OY 18 2015 T1�. ve«soy wOA- �f -+-fl ►,�- e��eKGl�c( GlU.4- }o 4c* bad 6 ✓V2, - � a G\9- I V�kv\/�Z.a LI V\ d Nof 13 4olr \JJ (k ye s W Q- UP, f 40W c- U- c a, 4.S 0y aj �o yes Est for Ex-t�en1,sion # cz Current Expiratio`R T),gte: l—— Extension Request: ❑ Approved for — [I Denied (Providee ys noi rPI L); G�aS N3uyaV� -1 . . . . . ......... ..... . . .. .. �SS„r.Q II—I9' IS City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 5, 2015 JIMMY PHAN 11301 84TH AVE S SEATTLE, WA 98178 RE: Application No. D15-0113 TUKWILA PROJECT - LOT 2 12062 44TH PL S Dear JIMMY PHAN: Permit application D15-0113 for the work proposed at TUKWILA PROJECT - LOT 2 (12062 44TH PL S) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire 11/20/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. MOM 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Trunk you for your cooperation in this matter. Sincerely, Rhelle Ripley Permit Technician File No: D15-0113 6300 Southcenter Boulevard Suite #100 9 Tukwila, Washington 98188 0 Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 24, 2015 JIMMY PHAN 1130184 AVE S SEATTLE, WA 98178 RE: Correction Letter # 3 COMBOSFR Permit Application Number D15-0113 TUKWILA PROJECT - LOT 2 - 12062 44 PL S Dear JIMMY PHAN, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Previous memo requested "Confirm structural engineering is consistent with the soils evaluation report". The revised plan details show revising the pier footings to be continuous as explained in the soils report. However the engineer's calculations were not updated to be consistent with the soils report. Also the footing shows 10 inch deep footings. Indicate where the footing depth is specified by the engineer or soils report. The engineer shall provide the design with details for footing and foundation construction and how the interior footings shall tie into the exterior foundation. Also all engineered sheets, details with sheer wall schedule shall be wet stamped by the engineer and or architect producing those plans and documents. Please provide the requested design and documents with wet stamp and signatures. 2. On sheet 5 the section line upper left corner section reference indicates A/5. It is assumed to be A/6, please clarify. Also specify R-30 insulation main/bottom floor detail A/6. 3. The front sheet #1 site plan with index and other building information from the previous plan set was not transferred to the revised set. For consistency provide updated sheet #1 with the new revised sets with index, code info and building information. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. C_ orrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard .Suite #700 9 Tukwila Washington. 987RR • Phnne 206-431-3670 • Fax 206-431-3665 If you have any questions, I can Aeilched at 206-433-7165. Sincerely, 044V I Rachelle Ripley Permit Technician File No. D15-0113 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jiro Haggerton, Mayor Department of Community Development Jack Pace, Director June 10, 2015 JIMMY PHAN 1130184 AVE S SEATTLE, WA 98178 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-01.13 TUKWILA PROJECT - LOT 2 - 12062 44 PL S Dear JIMMY PHAN, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. PLEASE NOTE THE BUILDING DEPARTMENTS COMMENTS WERE SENT OUT ON 05/28/15 • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l lx17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. The design professional (architect and/or engineer) shall sign and stamp all plan sheets and documents they produce. Provide plans stamped and signed by the design professional in charge. 2. Please provide soils evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge, system sizing. Confirm structural engineering is consistent with the soils evaluation report. (IRC R401.4) 3. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R401.3, R405.1, R408.6) 4. On the site plan, show topographical grade lines indicating site slopes or elevation changes in 2 foot intervals. Also provide a vicinity map showing where this site development is located and show streets or any other related right of way information. Provide benchmark elevation marks for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 5. The site plan provided is not clear with many of the fonts too small to read. Many of the lines are large and overrun where it is unclear as to what they represent. Please provide a site plan that is clear and legible. (IBC [A] 107.2.1 & [A] 107.2.5) 6. The plan shows smoke detectors. However the current code now requires Carbon Monoxide (CO) detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms. (R315.1) 7. Provide a door/window schedule. Window schedule shall specify "U" listing and identify those that are safety glazed. Provide reference keys to doors and windows with the schedule. Glazing schedule and worksheet is available on line at: (http://www.energy.wsu.eduBuildingEfficiency/EnergyCode.aspx#EnergyCodeWorksheets). 6300.4rnitheenter Rnulevard ,Suite #700 • Tukwila Wnchinotnn 9R1RR • Phnnn 206-437.3670 • Fnr ?06_d37_g665 8. Codes, notes, tables and details reflect and refer to outdated 2003 codes. Revise plan notes, tables, fastener table, framing details and references as necessary to show compliance with current 2012 IBC, IRC, IMC, UPC & WSEC and 2015 Tukwila Municipal Code (TMC). Also attic insulation is now R-49 (see sheet A-4.0) 9. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 10. Minimum roof slope for Tukwila city is 5:12 pitch. It appears the roof pitch shows 4:12. Specify the roof pitch for the roof per TMC 18.50.050. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. The roof pitch must be revised to meet City code requirements. The minimum roof pitch for residential structures is 5:12. See TMC 18.50.050 6. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Provide a completed Public Works fee estimate sheet for this Building permit. (See enclosed.) 2. Provide a completed Residential Sewer Use Certification for this Building permit. (see enclosed) Owner/Applicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. 3. Revise site plan to show clearly (1) existing 3/a" water meter location and connection to proposed house on Lot 2 (2) show and label any pavement cuts within .44th PL South — if applicable (3) show and label new paved driveway including connection to 44th PL South pavement with 5' (min.) radius (4) on -site drainage system including infiltration detail as applicable (5) drainage flow arrows across new driveway and downspout connection(s) to on - site infiltration system (6) F.F. elevations, contours, and spot elevations (7) undergrounding of power from power pole to house (8) on -site drainage infiltration detail elevations (9) show & label clearly on plan sheet any proposed water service line, sanitary side sewer (from sewer main to house), storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (See sample site plan — enclosed) 4. Property is within the Allentown Flood Prone Area. Finished floor shall be at least Ifoot above the base flood elevation of 10.4' per City of Tukwila. See elevation information for adjacent house — for information only. An Elevation Certificate is not required. 5. NOTE: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Project Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or I" FLOW- THROUGH SYSTEM. 6. A Transportation Impact Fee applies to this Building permit (see PW Bulletin A3 - enclosed). Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 7. Allentown Phase 2 (Ordinance no. 2177) Water and Sanitary Sewer assessment fees apply to this Building permit. Water assessment fee is $10,556.29 and Sanitary Sewer assessment fee is $19,200.00. Cascade Water Alliance and new water meter fees also apply to this Building permit per Public Works Bulletin A2. 8. Traffic Concurrency Test Fee in the amount of $300.00 was paid under Public Works permit no. C07-013. 9. Any work within the 44th PL South Public right-of-way requires a Street Use permit as part of this Building permit. Insurance and a ROW Hold Harmless Agreement for work within the Public Right -of -Way are required. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, WWJvp Rachelle Ripley Permit Technician File No. D15-0113 6300 ,Cnuthcen.ter Rnnlevnrd ,Giita #700 • Tukwiln Washinvtnn 9RIRR • Phnnv 206-437-3670 • Fnr 206-437-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director May 28, 2015 JIMMY PHAN 11301 84 AVE S SEATTLE, WA 98178 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0113 TUKWILA PROJECT - LOT 2 - 12062 44 PL S Dear JIMMY PHAN, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. The design professional (architect and/or engineer) shall sign and stamp all plan sheets and documents they produce. Provide plans stamped and signed by the design professional in charge. 2. Please provide soils evaluation of this site soils by a registered geotechnical engineer. Evaluation shall include the determined load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm structural engineering is consistent with the soils evaluation report. (IRC R401.4) 3. The site plan does not show a designed footing or roof -drain discharge system. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R401.3, R405.1, R408.6) 4. On the site plan, show topographical grade lines indicating site slopes or elevation changes in 2 foot intervals. Also provide a vicinity map showing where this site development is located and show streets or any other related right of way information. Provide benchmark elevation marks for the site and show finish floor elevation (FFE) in relation to benchmark elevations. This is to verify height of the lot shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. (IRC R401.3) 5. The site plan provided is not clear with many of the fonts too small to read. Many of the lines are large and overrun where it is unclear as to what they represent. Please provide a site plan that is clear and legible. (IBC [A] 107.2.1 & [A] 107.2.5) 6. The plan shows smoke detectors. However the current code now requires Carbon Monoxide (CO) detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms. (R315.1) 7. Provide a door/window schedule. Window schedule shall specify "U" listing and identify those that are safety glazed. Provide reference keys to doors and windows with the schedule. Glazing schedule and worksheet is available on line at: (http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx#EnergyCodeWorksheets). 8. Codes, notes, tables and details reflect and refer to outdated 2003 codes. Revise plan notes, tables, fastener table framing details and references as necessary to show compliance with current 2012 IBC, IRC, IMC, UPC & WSEC and 2015 Tukwila Municipal Code (TMC). Also attic insulation is now R-49 (see sheet A-4.0) 9. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 10. Minimum roof slope for Tukwila city is 5:12 pitch. It appears the roof pitch shows 4:12. Specify the roof pitch for the roof per TMC 18.50.050. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, �h4o� Rachelle Ripley Permit Technician File No. D15-0113 10 Indemnification and Hold Harmless al IU r CI Illll I C[ I IpUl dl y III IVi ttufe Reference Number(s) of Related Document(s): D15-0113 Grantor: JIMMY PHAN, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 441h PL South and adjacent to 12062 44`h PL South. Abbreviated Work Description: Work within the City Right -of -Way including driveway access, utilities, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. 1 IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this ` day of 2015. Authorized Signature / Grantor M M h -�4Ai'j STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that JIMMY PHAN is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. Name:&Coe-- //z g1 5 �TA4.,. 110 i NOTARY PUBLIC, in an for the State of Nam'%, AUB`'�Nlh = AZ _s Washington, residing �i '`a �0-19•'� Z C9 = op„WPb, My commission expires: V DATED this ) day of (/�t'►'t`�21' , 2015 GRANTEE: CITY of TUKWILA By: � -ZJ-E&� Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 28, 2018 Name: Aa A—yl -e_ ff' )er I e NOTARY PUBLIC, in and for the State of Washington, residing at i (C' My commission expires: 05 a-q // g- PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0113 DATE: 08/11/15 PROJECT NAME: TUKWILA PROJECT - LOT 2 SITE ADDRESS: 12062 44TH PL S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: 1 Building Division Public Works ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Planning Division ❑ Structural ❑ Permit Coordinator ❑ DATE: 08/13/15 Structural Review Required ❑ DATE: DUE DATE: Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 09/10/15 12/18/2013 PERMIT COORD COPI PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0113 DATE: 07/21/15 PROJECT NAME: TUKWILA PROJECT - LOT 2 SITE ADDRESS: 12062 44TH PL S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: 0# ," elyv . P* w -it" Building Division ® Fire Prevention ❑ Planning Division Public Works ® Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 07/23/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/20/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED:` Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN fiV-VTKWAA4§UTING SLIP PERMIT NUMBER: D 15-0113 DATE: 05/20/15 PROJECT NAME: TUKWILA PROJECT - LOT 2 SITE ADDRESS: 12062 44 PL S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PM'I c� Building Division To Fire Prevention Planning Division Dam to �.6-15 Public Works 4 Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 05/26/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/23/15 Approved ❑ Approved with Conditions ❑ Corrections Required d (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: V O Vt 'O Departments issued corrections: I Bldg ire Ping P ; Staff Initials: ] v] 8/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: o o ko 11-! - Plan Check/Permit Number: D 15 -0113 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 3 AECENM ❑ Revision # after Permit is Issued 10ITY OF TUkWILA ❑ Revision requested by a City Building Inspector or Plans Examiner AUG 10 2015 0FPhAVT CFAI?FL+ Project Name: TUKWILA PROJECT - LOT 2 Project Address: 12062 44TH PL S Contact Person: Phone Number: 26 Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on —OdIO4;� — WAPermit CenteATemplatcsU--orms\RcNision Submittal Porm.doc Revised: March 2014 City of Tukwila Department of Community Devel 6300 Southcenter Boulevard, Suite #1.00 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.eov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 07/20/2015 Plan Check/Permit Number: D 15-0113 ❑ Response to Incomplete Letter # ® ' Response to Correction Letter # 2 pEClxNf:D Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner + UL 2 o ton PERMIT rC-WFP Project Name: TUKWILA PROJECT - LOT 2 Project Address: 12062 44TH PL S Contact Person: Jimmy Phan Phone Number: 206-393-2643 Summary of Revision: New site Plan sprinkler plan system will a summit at lafter time by sprinklers CO. Sheet Number(s): 9 Panes f etk krT 4 Ste"! S i "Cloud" or highlight all area of revision including date of revision Received at the City of Tukwila Permit Center by: L/ �1 AI/\\— Entered in TRAKiT on ` 0 WAPermir CenteATemplates%rwm \Revision Suhrnhtal form.doc Revised: March 2014 City of Tukwila r Department of Public Works ' * 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-433-0179 Fax:206-431-3665 Web site: http://www.TukwilaWA.eov WATER METER INFORMATION Parcel No: 3347400881 Permit Number: D15-0113 Address: 12062 44TH PL S Issue Date: 11/19/2015 Permit Expires On: 5/17/2016 Applicant: TUKWILA PROJECT - LOT 2 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2880 SQ FT SINGLE FAMILY RESIDENCE WITH A 526 SQ FT ATTACHED GARAGE METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: 21540117 Connection Charge: $60.00 $0.00 $0.00 Installation: $490.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $625.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $6,630.00 Department of Natural Resources and Par. Wastewater Treatment Division King Cow ty Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re - ,connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type 12062 44th PI S Property Street Address Tukwila WA 98178 City State ZIP Giang M. Nguyen Owner's Name 11301 84th Ave s Owner's Mailing Address Seatllle WA 98178 City State ZIP 206-393-2643 Owner's Phone Number (with Area Code) 206-393-2643 Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) k] Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3-Plex (0.8 RCE per unit) 2.4 ❑ 4-Plex (0.8 RCE per unit) 3.2 For King County 6.,- only Account # No. of RCEs Monthly Rate Tukwila WA Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number 334740-0881 Required: Property Tax Parcel Number Jimmy Short Plat L07-031 Subdivision Name Subdivision Number Lot #2 # 4 Lot Number Block Number Nguyen's Resident Building Name Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes CR No Was building on Sanitary Sewer? ❑ Yes U No Was Sewer connected before 2/1/90? ❑ Yes X No Sewer disconnect date: ❑ 5 or more (0.64 RCE per unit) Type of building demolished? No. of Units x 0.64 = F7 Request to apply demolition credit to multiple buildings? ❑ Mobile home space (1.0 RCE per space) F-1 El ❑ No No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. 1 certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/Representative Gran��rq ;l Date 07/20/2015 Print Name of Owner/Representative Nguyen M GiangM Giang 1057 (Rev. 4/1t) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer �,. JPT Construction Home l.niirio en Espanol Contact Page 1 of 3 Search L&I Safety Washington State Department of Labor & industries JPT Construction Owner or tradesperson Principals PHAN, TAM, OWNER Doing business as JPT Construction WA UBI No. 603 277 693 License A-Z Index Help My Secure t. &I Claims & Insurance Workplace Rights Trades & Licensing 11301 84th Ave S SEATTLE, WA98178 206-259-6826 KING County Business type Individual Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ..........._............................................................. Meets current requirements. License specialties GENERAL License no. JPTCOC*876C1 Effective — expiration 02/21/2013— 09/15/2017 Bond ................. Ironshore Indemnity Inc $12,000.00 Bond account no. SUR40006749 Received by L&I Effective date 09/11 /2015 09/11/2015 Expiration date Until Canceled Bond history Insurance Contractors Bonding & Insuranc $1,000,000.00 Policy no. C11SK6076 Received by L&I Effective date 09/11/2015 09/11 /2016 Expiration date 09/11/2016 Insurance history Savings ................. No savings accounts during the previous 6 year period. Lawsuits against the bond or savings ................................. No lawsuits against the..bond or say..ings accounts during the previous 6 year period. L&I Tax debts No W tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ........... ............................................ https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603277693&LIC=JPTCOC*876C1&SAW= 11/19/2015 Q l� [I] U exiting fire hydrant I 6"0 ADS N12 Q 3 U existing catch basin ss — — — s6" Q GAS AS Cos �, GAS existing (2) water eters C W C W Cam/ 0 3 2� {.�... I L-D z 0 G7 /U)Co v)U) I H 0ry Q Fw— j o co co x w x w W w N 25'- Q 2S�-0� M 0 35,_ „ GAS 6"0 CLEAN OUT PERFORATED TIGHLINE INFILTRATION TRENCH PER DETAIL 1/8 _ -- --- L-C--:I— GAS ' '�' � .d .. A-s- . a A. '4' d t, a• .. ••'. .•;a..� 4. 'A. e ALL °• •• d GARAGE FF EL =14.5' — —I -0„ DOWNSPOUT (TYP) [144.00'] MI I ROOF DRAIN 2'x20' DISPERSION TRENCH ;I ]A FkARRARRAR I YARD D 4110 PERFORATED FF wl SOLIDI.. b PIPE AT 0.0% EL =15.5' I CD•° W , ,. �•I• Proposed House 1822sf .4 rJ CD PC# 334740-0881 12062 44th PL S oo d.• I Tukwila WA 98178 34'-9„ co I I I z I I ------ 3 U U U Q U Q 10' BSBL 1 10' BSBL 20' BSBL ' PAI9,�TE PERIIM T I �O REQUIRED FOR.• �O3 C3 �� ❑ apical I-ViElectdcal Q I^ ❑ Plumbing � Gas�ip n [110.001] 5' BSBL rib City of Tukwila 5' BSBL 254.00' g. N 1, U LEGEND: PR PEKTY LINE ROAD CENTER /ROW CENTERLINE PROPERTY SET BACK C W WATER SERVICE LINE S D STORM DRAIN LINE S D 51DE SANITARY SEWER LINE SEI UTILITIES TRENCH (POWER, TEL COAX) GASz T l.J E RAM UTIM all (Ex) Utility Vault 145-0" 140'-0" ` N 510 26'37" E 254.00' —SS 6"� Ss 3— — — — — — Existing House 1069sf PC# 334740-0880 0J 12060 44th PL S Tukwila WA 98178 40'-0" SCOPE OF WORK SITE PLAN SCALE 1' =10' GMM N01�5: 1. CONVACTOP, TO VFPIFY FXI5'fl% CONIATION5 POOP, TO COMMENCING WOP,K AN12 PMPZMINE THE LOCATION OF UTIU11F5 NOTIFY THE APCHITFCf/ ENGINFEP, OF 19I5CP,EPANCIE5 2, COMMENCING WOI:K ANI2 PEVMINE THE LOCA11ON OF UTI011F5 NOTIFY THE AP.CHITECf/ FNGINFFP, Op 1715CPFPANCF5, 2, CONVACTOP, INIlIA912 CHAN6E5 5HALL P3 5UPMIf919 IN WPITING FOP, APPPOVAI, PPIOP, TO FAPFICA110N OP, CON5TP,UC110N. 3, CONTFACf0P, INMA9I7 CHANG65 5HALL PlF 5UPMITTE12 IN WPII1N6 FOP, APPP,OVAL POOP, TO FAI3PICA110N Op CON5TPUC11ON, 4. CONTP.ACf 12OCUMFNT5 I9F5CFIP3 GENEP,AL ANI) TYPICAL 17FTAIL5, WNEP,E CONn1110N5 AP.E NOT 5PFCIFICALLY PFTAILFP PUT AP. OF 51MILAP CHAP.ACTFP, TO 17FTAIL5 SHOWN; U5E 5IMILAP nFTAIL5 5UPJFCT TO AP.CHITFCf OP ENGINFEP, APPPOVAL. 5. IN5I12E 12IME1\151ON5 AP.F TO THE FACF OF THE FINI5HE12 WALL OP, CFNTEP OF COULMN5 UNLF55 N002. PAINTING ANP FINI5HIN6 1. I3YP5UM POAP.n, METAL TOM AT COP,NEP,5, FA5TENEP,5 TM W/ BUGLE HEAn 5CPFW5 I1" LONG TAPF ANn FINI5H PEP, 6A 216, PAINT ONF COAT OF PP,IMFP,-SFALFP 11NTFn TO MATCH FINAL COLOP, TWO COA5 5FMI-6055 ALKYP 5TPIPPLIN6 FNAMFL, MAKF A 5AMPLF POLLFP 5TPIPPLE TFXTUP,F FOP, APPPOVAL, 2, INTEPIOP FXPO5F1) HAP.WOOP ONF COAT 5FALEP, IF PEn OAK (TO AVOIn WILL? GP,AIN BETWEEN 5UMMFP, ANn WITHEP, GP,OWTH) ONF COAT 5fAIN, TOW COA5 CAfALYZN2 LACQUFP,, Owner: AND SHALL BE INSTALLED IN ACCORDANCE WITH THIS 3, 1?F5ILIFNf FLOOPING AP.M5TPON6, OPAPPPOVN2 CLA551C COPLON CODE, NFPA 720-2012 AND THE MANUFAC-URER'S 085 GAGF, COLOP, ANn PATFP,N 5FLFCtt), Giang Nguyen Phone: 206-393-2643 INSTALLATION INSTRUCTIONS. CARBON MONGXIDE 4, CAPPFf 5ELECTEb PY OWNFP, AN17 NOT IN THE CONTPACT. 12062 44th PL S Email: ijmpjimmy66@gmail.com DETECTION SYSTEMS PER IRC 315.2 THAT MCLUDE -✓ _ Tukwila 98178 CARBON MONOXIDE DETECTORS AND AUDIBLE NOTIFICATION APPLIANCES, INSTALLED /- ND MAINTAINED �N�t;GY COb� �- IN ACCORDANCE WITH THIS SECTION FOR CARBON Structural Design Engineer: HFATEb SPACE SHALL COMPLY WITH TNF 5FC 2012 TA13LF 6-I I 5HEET INDEX Ken Nguyen Phone: 425-891-5111 MONOXIDE ALARMS AND NFPA 720-2012, SHALL BE PPF5CPIP11VF APPP,OACH OP11ON II, WITH THE FOLLOWING; TOPOGRAPHIC SURVEY 16507 NE 50th St Email: housedesign4u@yahoo.com PERMITTED. THE CARBON MONOXIDE DETECTORS SHALL U-VALUE OF 030 P,FQUREP FOP, ALL WINPOWGLAZING > \ BE LISTED AS COMPLYING WITH UL 4_0 -- 5. WHERE A A-1 .0 51TE PLAN � NOTES Redmond 98052 _ _ HOUSEHOLD CARBON MONOXIDE DETECTION SYSTEM IS U-VALUE OF 0.50 P,EQURi 12 FOP %VCiHf6LAZIN6 A-2.0 ELEVATIONS * BUILDING SECTION \ _ - � _ -- — \ INSTALLED, IT SHALL BECOME A PERMANENT FIXTURE ALL GLAZING TO P3 NFPC CWIFIF17, A-3.0 MAIN FLOOR PLAN * NOTE5 y,-- Surveyor: vDRYCO Surveying, Inc \ OF THE OCCUPANCY. WALL ANn FLOOP, FP,AMING CAVMI1 5THATAPE FXPO5F12 PUPING A-4.0 UPPER FLOOR PLAN * NOTE5 G. Phil Sargent Phone: 253-826-0300 CON5TP.UC110N AklF TO P3 FILLEb TO FULL t7FPTH WITH IN5U1LA11ON, I5.0 FOUNDATION FLOOR FRAMING 827 West Main Street Ste. A Fax: 253-826-9703 SMOKE ALARMS/DETECTORS SHALL BE INSTALLED Sumner 98390 \ IN ALL SLEEPING ROOMS, IN THE AREA OUTSIDE G.0 ROOF PLAN, 5ECTION5, SHEAR WALL SCHEDULE 1 THE SLEEPING ROOM AND IN OTHER LOCA-IONS 5A��1Y GAZING i 7.0 5ECTION5 *' FASTING 5CHEDULE GeoTech: GEOTECH CONSULTANTS, INC \ PER IRC R314. POWER SOURCE AND TFMPFPFn 5AFFTY6LA555HA1 13E IN5f&LEP IN HAZAP.I9OU5LOCA11ON5, I 8.0 WINDOW 5CHEDULE * TRENCH DETAILS James Houston Strange, Jr, P.E. Phone:425-747-5618 I INTERCONNECTION PER CODE. INCLUPING AP.EA5 THAT APE 5UPJECf TO HUMAN IMPACT IN POOP5, 13256 Northeast 20th St Ste 16 Fax: 425-747-8561 GLAZING WITHIN A 24" AP.0 OF C05E19170OP, 6LAZF19 MA5 9 5Q, Ff. n /� — _ouoaaannti i WHEN LF55 THAN 18" A30VF FLOOP, DP, WALKING 5UP,FACE, 5AFFTY Construct new house on a vacant lot. LEGAL DESCRIPTION HILLMANS MEADOW GARDEN DIV #1 LOT 2 OF TUKWILA SP 107-031 REC #20091009900007 SD SP BEING LOTS 30 & 31 BLK 4 OF SD PLAT LESS NP RiW PLat Block: 4 ZONING & CODE INFORMATION Juris�djction: -,- -TuWla., Present Zoning : RS Occupancy: R3 Constructtkn Types V-N r / ParcerNumber : _ 134M� 881 Code Information : All work shall conform to the following codes by all other governing laws, jurisdictions, ordinances and regulations 2012 International Building Code (IBC) 2012 International Residential Code (IRC) 2012 International Mechanical Code (IMC) 2012 International Fuel Gas Code (IFGC) 2012 International Fire Code (IFC) Washington State Energy Code WAC51-11 (WSEC) CONTACTS INFORMATION PLANNING APPROVED . No Changes Can be made. to these plans without approval from the Planning Division of DCD 6 • Approved By: CARBON MONOXIDE ALARMS NEW CONSTRUCTION PER IRC 315.1 SHALL HAVE AN APPROVED CARBON MONOXIDE ALARM ;NSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN DWELLING UNITS AND ON EACH LEVEL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. EXISTING DWELLINGS PER IRC 315.3 SHALL BE EQUIPPED WITH CARBON MONOXIDE ALARMS IN ACCORDANCE WITH THE INFORMATION ABOVE, NOTE THAT SOME EXCEPTIONS MAY APPLY. AN INSPECTION WILL OCCUR WHEN ALTERATIONS, REPAIRS OR ADDITIONS REQUIRING A PERMIT OCCUR, OR WHEN ONE OR MORE SLEEPING ROOMS ARE ADDED OR CREATED. SINGLE STATION CARBON MONOXIDE ALARMS PER IRC 315.4 SHALL BE LISTED AS COMPLYING WITH UL 2034 These plans have been reviewed by the Public Works Department for conformance with curre it City standards. Acceptance,is subject to errors ind omissions which do not authorize violations of adopted standards or ordinances. The responsibilit 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 resubmitW of revised drawings for subsequent approval._ Final acceptance is subject ttly Seld inspection by the Public Works utilities inspector. Date: _ $y' _ 10' BSBL 0 Co 00 M ED CO O 00 M ii Permito. T), F vl oval ' t and omissi Approval 01 construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowl e* By: — - I T T--1- -------- Date: >, City of Tukwila BUILDING DIVISION SQUARE FOOTAGE s.f. Lot Area 1 1522 Main Floor 1822 Upper Floor 1058 Entry Porch 70 Garage 52G Total Coverage 2418 1 Bui ding Coverage 20.98% REVISIONS Driveway 790 3s Shall be made to the scope Impervious Coverage 27.84% . without prior approval of *11a Building Division. ons Will require a new plan submittal 'dude additional plan review fees. I CORK CI LTfl Vicinity Map .A NTS REV #3 8/6 15 1 X4 WW TRIM RIGHT ELEVATION (EAST; 1 /8"=1 '-0" LEFT ELEVATION (WEST) 1 /8"=1'-0" HARDI SIDING 00 REAR ELEVATION (NORTH) r 1 /8"=1 '-O" 15# FE T OVER 15/32 CDX PLYWOOD SHEATNING W/ 8d NAILS ® 6" O.C. AT PANELS EDGES AND 12" O.C. IN THE FIELD �I LLLL L LL LLLL 16'X8' DOOR 15# FELT OVER 15/32 CDX PLYWOOD SHEATNING W/ 8d NAILS ® 6" O.C. AT PANELS EDGES AND 12" O.C. IN THE FIELD PRE-ENGINEERED TRUSSES 1 22" DIA. VENT COMPOSITION SHINGLES FRONT ELEVATION 1 /4"=1'-0" 5/8" GWB H 1 EA TRUSS TO R30 INSULATION TOP PL. TYP. TRIM 5/8" GWB 4" CONC. SLAB W/ 6X6-W 1.4XW 1.4 WWF OVER 2" SAND OVER 6 MIL VAPOR BARRIER OVER 4" COMPACTED GRANULAR FILL. ---\ BUILDING SECTION 1 /4"=1 '-Olt SOUTH COMPOSITION SHINGLES 5/8" GWB Ras INSULATIO /8" GWB 1 Epp MIL VAPOR BARRIER 12 id " MIN. AIR BAFFLE 5/8" GWB R-3 3/4 APA T&G OSB OR PLYWOOD CD INT. W/ EXTERIOR GLUE. GLUE & NAIL W/ 1Od 6"O.C. AT EDGES & 10" O.C. IN FIELD. R30 INSULATION 10// �o0 F 5 r f i r�o of �1ro uc p/\� GDv1 1 " MIN. AIR BAFFLE R21 INSUL: 1/2" FLOOR JOISTS PER PLAN 00 LO 0 I 00 LO 0 I z to 00 LO b N i UTTER TYPICAL CUT RAFTER TAIL TO MATCH TRUSSES SCREENED VENT -H 1 EA TRUSS TO TOP PL. TYP. TRIM Kt--Vli-- D FOR CODE COMPLIANCE APPROVED AUG 3 1 2015 QY of Tukwila BUILDING DIVISION F 7t;KWILA JUL 2 0 2015 PERMIT CENTER dk c1✓d1„d� Po �� d�,A n�`-c . ,.J' REV #1 6/10/15 °2 GLAZING MAIN FLOOR 1822 SF GLAZING 180.5 SF PERCENTAGE 9.91 % C*I/ R 0 MONO ID D TE TRPER BATTERY BACKUP INTERCONNECTED. SW-# SHEARWALL NO. SEE SHEARWALL SCHEDULE SHEET S-1 ALL EXTERIOR WALLS NOT CALLED OUT TO BE SW-1 XXXX HOLDOWNS NOTES: 1. DO NOT SCALE -VERIFY DIMENSIONS 2. TOP WINDOWS LINE UP WITH TOP DOOR U.N.O. 3. ALL WINDOWS ARE OPERABLE U.N.O. 4. 2X6 HF#2 STUD ®,2e O.C. EXT. WALLS U.N.O. 24" 5. R21 INSULATION TYP. EXT. WALLS 6. R30 INSULATION FLOOR 7. DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS 8. SOLID BLOCKING JOISTS AT SUPPORTS, UNDER PARTITIONS PERPENDICULAR TO JOISTS AND UNDERSIDE STRUCTURAL POSTS 9. HEADERS NOT CALLED OUT TO BE 4X10 DF#2 W/ 2X TRIM STUD 10. FRAMING LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 11. FASTENERS FOR PRESERVATIVE -TREATED AND FIRE -RETARDANT -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS, SILICON BRONZE OR COPPER. 12. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 5" INTO EXISTING CONCRETE. 13. WHERE NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. 14. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 15. PROVIDE 3X3X3/16 WASHER AT ALL ANCHOR BOLTS. VERIFY WITH LOCAL JURISDICTION REQUIREMENTS KEY NOTES: 0 3" DIAMETER BY 36" HIGH CONCRETE FILLED PIPE, 2 FEET EMBEDED INTO 12" DIA. CONC. FOOTING O HOUSE BIBBS TO BE BACKFLOW PREVENTION AND FREEZE RESISTANT TYPE. 3O FLOOR MORE THAN 30 INCHES ABOVE GRADE SHALL HAVE GUARD RAILS NOT LESS THAN 36 INCHES OR HANDRAIL NOT LESS THAN 34 INCHES IN HEIGTH MEASURED VERTICALLY FROM THE NOSING OF THE TREADS. SEE NOTE 11 ® EMERGENCY EGRESS WINDOW PER IRC 310.1 EVERY SLEEPING ROOM SHALL BE PROVIDED WITH AR LEAST ONE OPENABLE DOOR OR WINDOW WITH A MINIMUM NET OPEN AREA OF 5.7SF WITH 20" MIN. CLEAR OPEN WIDTH, 24" MIN. CLEAR OPEN HEIGHT ANF 44" MAX. SILL HEIGHT. O 110V SMOKE DETECTOR PER IBC W/ BATTERY BACKUP INTERCONNECTED. © GAS METER 7O ELECTRICAL METER 4' AWAY FROM GAS METER ® GARAGE SEPARATION 1 LAYER 5/8" TYPE "X" GWB. TO ALL WALLS AND CEILIINGS OF GARAGE SIDE FORM FOUNDATION TO SHEATHING. WRAP POST AND BEAMS. FLOOR/CEILING 3/4 T & G APA SUBFLOOR W/ R30 NON-COMBUSTIBLE INSULATION WITH RESILENT CHANNELS gO 1 1 /3" SOLID DOOR W/ SELF CLOSER 10 ANY ACCESSIBLE SPACE UNDER STAIRS TO BE COVERED WITH 5/8 TYPE "X" GWB 11 11 SEE IRC R311.5.3.2 FOR WINDER TREADS DEPTH 12 COVER WALL ADJACENT TO TUBS AND SHOWERS WITH NON -ABSORBENT MATERIAL TO 72" ABOVE DRAIN INLETS. SEE NOTED 13 18 RISERS @ 6 3/4" PLUS (TOTAL HEIGTH=9'-0 +12.625" FIELD VERIFY) 17 TREADS @ 11.25" (FIELD VERIFY) CD 14 18"X24" CRAWL SPACE ACCESS UNOSTRUCTED. OPENING IN HEATED AREA MUST BE INSULATED AND WEATHER STRIPPED 15 GAS APPLIANCE TO BE U.L. LISTED AS LABELED AND INSTALLED ON AN 18" PLATFORM. HOT WATER HEATER SHALL BE INSTALLED WITH SEISMIC STRAPS PER UPC CODE AND PRESSURE RELIEF LINE PLUMBED TO OUTSIDE. FREVIEWED FOR '�O®5 COMPLIANCE APPROVED AUG 3 1 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 2 0 2015 PERMIT CENTER REV #1 6/10/15 3 r-mm NOTES: 1. DO NOT SCALE -VERIFY DIMENSIONS 2. TOP WINDOWS LINE UP WITH TOP DOOR U.N.O. 3. ALL WINDOWS ARE OPERABLE U.N.O. 4. 2X6 HF#2 STUD ® 16" O.C. EXT. WALLS U.N.O. M00401&'11AFA9101M0=*2MMM41W 6. R30 INSULATION FLOOR 7. DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS 8. SOLID BLOCKING JOISTS AT SUPPORTS, UNDER PARTITIONS PERPENDICULAR TO JOISTS AND UNDERSIDE STRUCTURAL POSTS 9. HEADERS NOT CALLED OUT TO BE 4X10 DF#2 W/ 2X TRIM STUD 10. FRAMING LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 14'-0" LINE OF WALL BELOW 11. FASTENERS FOR PRESERVATIVE -TREATED AND FIRE -RETARDANT -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS, SILICON BRONZE OR COPPER. 12. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 5" INTO EXISTING CONCRETE. 13. WHERE NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. 14. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 15. PROVIDE 3X3X3/16 WASHER AT ALL ANCHOR BOLTS. VERIFY WITH LOCAL JURISDICTION REQUIREMENTS UPPER PROU"Ohmn 93mmumEARWALL PLAN. 1 /4"=1'-0" GLAZING LOWER FLOOR 1058 SF GLAZING 94 SF PERCENTAGE 8.88% CO CAR O MONOXIDE DETECTOR ETECTOR PER UBC SD W/ BATTERY BACKUP INTERCONNECTED. SW-# SHEARWALL NO. SEE SHEARWALL SCHEDULE SHEET S-1 ALL EXTERIOR WALLS NOT CALLED OUT TO BE SW-1 XXXX HOLDOWNS KEY NOTES: O COVER WALL ADJACENT TO TUBS AND SHOWERS WITH NON -ABSORBENT MATERIAL TO 72" ABOVE DRAIN INLETS. SEE NOTED O 18 RISERS ® 6 3/4" PLUS (TOTAL HEIGTH=9'-0 +10.25" FIELD VERIFY) 16 TREADS @ 11.25" (FIELD VERIFY) 11 3O EMERGENCY EGRESS WINDOW PER IRC 310.1 EVERY SLEEPING ROOM SHALL BE PROVIDED WITH AR LEAST ONE OPENABLE DOOR OR WINDOW WITH A MINIMUM NET OPEN AREA OF 5.7SF WITH 20" MIN. CLEAR OPEN WIDTH, 24" MIN. CLEAR OPEN HEIGHT ANF 44" MAX. SILL HEIGHT. ® 22"X30" ATTIC SPACE ACCESS W/ 30" HEAD CLEARANCE INSULATE AND WEATHER STRIP. T ARCHITECTURAL NOTES: STANDARDS: ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM WITH THE 2012 INTERNATIONAL RESIDENTIAL CODE ( 2012 IRC) UNIFORM PLUMBING CODE (UPC), INTERNAIONAL MECHANICAL CODE (IMC), WASHINGTON STATE ENERGY CODE (WSEC) AND THE NATIONAL ELECTRICAL CODE (NEC), LATEST 2016 TUKWILA MUNICIPAL CODE,(TMCI , % � t . i %, i k i a 3, �. GENERAL NOTES CONTRACTOR/SUBCONTRACTOR TO VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND DERTERMINE THE LOCATIONS OF THE UNDERGROUND UTILITIES. IT IS THE RESPONSIBILITIES OF THE CONTRACTOR TO TAKE PRECAUTIONS TO PREVENT DAMAGE TO THE ADJACENT PROPERTIES OR HARM TO PUBLIC. NOTIFY THE DESIGNERS OF DISCREPANCIES. DESIGN SERVICES DO NOT INCLUDE CONSTRUCTION INSPECTION. THE OWNER UNDERSTAND THERE MAY BE MISINTERPRETATIONS OF THE PLANS AND SPECIFICATIONS DURING CONSTRUCTION WHICH MAY LEAD TO ERORS AND SUBSEQUENT DAMAGE. THE OWNER INDEMNIFY, HOLD HARMLESS AND DEFEND THE DESIGNERS AGAINST ANY AND ALL CLAIMS WHICH MAY ARISE OUT OF THE ACTS OF THE CONTRACTOR PERFORMING WORK NOT IN COMPLIANCE WITH THE INTEND OF THE DESIGN DOCUMENTS. VERIFY THE DIMENSIONS PRIOR TO CONSTRUCTION. (DELECTRICAL WORK SHALL CONFORM TO EDITIONS OF NATIONAL ELECTRICAL CODE(NEC), STATE OF WASHINGTON ELECTRICAL CODES APPLICABLE TO THE WORK. DEVICES AND EQUIPMENT SHALL BE UNDERWRITERS LABORATORIES, INC., LISTED AS LABELED. OBTAIN PERMITS AND INSPECTIIONS AND PAY FEES REQUIRED BY STATE AND LOCAL AUTHORITIES. DRAWINGS SHOW APPROMIMATE LOCATIONS OF LIGHTING, EQUIPMENT AND GENERAL REQUIREMENTS AS TO SIZE AND LOCATION OF CONDUIT. FIXTURES, OUTLETS, AND MECHANICAL DRAWINGS. REPORT ANY CONFLICT TO DESIGNERS FOR ADJUSTMENT PRIOR TO PROCEEDING WITH THE WORK. Q HEATING/AIR CONDITIONNING SUPPLY MATERIALS, LABOR, SUPERVISION AND TOOLS FOR COMPLETE HEATING SYSTEMS. SYSTEM TO BE DESIGNED BY MECHANICAL CONTRACTOR AS PER MANUFACTURER'S INSTRUCTIONS. WORK SHALL CONFORM TO EDITIONS OF UNIFORM MECHANICAL CODE(UMC), STATE OF WASHINGTON MECHANICAL CODE AND ENERGY CODES APPLICABLE TO THE WORK. DEVICES AND EQUIPMENT SHALL BE UNDERWRITERS LABORATORIES, INC., LISTED AS LABELED. WHOLE HOUSE VENTILATION SHALL BE PROVIDED PER THE WASHINGTON STATE VENTILATION INDOR AIR QUALITY CODE. FAN TO BE EQUIPPED WITH BOTH MANUAL SWITCH AND TIMER SET TO EXHAUST 24 HOURS READILY ACCESSIBLE. EXHAUST FANS MUST BE FLOW RATED AT .25 WATER GAUGE AND MAX. 1.5 SONE RATING OBTAIN PERMITS AND INSPECTIIONS AND PAY FEES REQUIRED BY STATE AND LOCAL AUTHORITIES. DRAWINGS TO BE PROVIDED BY CONTRACTOR FOR ARCHITECT'S APPROVAL AS TO LOCATION OF HEATING AREAS AND INSTALLATION DETAILS. QPLUMBING THE WORK INCLUDES THE SUPPLY OF MATERIALS, LABOR, SUPERVISION AND TOOLS TO PROVIDE COMPLETE PLUMBING SYSTEMS. WORK SHALL CONFORM TO THE LATEST EDITIONS OF UPC, STATE AND LOCAL AUTHORITIES. THE WORK CONSISTS OF COMPLETE SYSTEMS AS SHOWN ON DRAWINGS AND AS EQUIPMENT AND INCLUDES FOLLWING: DOMESTIC WATER SYSTEM: INCLUDES BUILDING WATER SERVICE AND MAINS, WHICH RUNS TO FIXTURES AND EQUIPMENT IN BUILDING. SANITARY WASTE AND VENT SYSTEM: THIS SYSTEM SHALL INCLUDE A COMPLETE SANITARY SYSTEM FOR THE BUILDING, WITH CONNECTIONS TO THE SANITARY DISPOSAL SYSTEM. PROVIDE ALL PLUMBING FIXTURES AS CALLED FOR, COMPLETE WITH FITTINGS, ACCESSORIES AND CONNECTIONS TO WASTE, HOT AND COLD WATER AND FLUSH CONNECTIONS. THE ENTIRE PLUMBING SYSTEM SHALL BE INSTALLED TO CONFORM WITH ALL RULES AND REGULATIONS OF THE STATE OF WASHINGTON HEALTH DEPARTMENT AND LOCAL CODES AND ORDINANCES. OBTAIN PERMITS AND INSPECTIIONS AND PAY FEES REQUIRED BY STATE AND LOCAL AUTHORITIES. O4 EXHAUST FANS/VENTILATION: RANGE, CLOTHES DRYER AND MECHANICAL EXHAUST FANS SHALL BE VENTED TO THE OUTSIDE WITH APPROVED DUCTS AND EQUIPPED WITH BACK -DRAFT DAMPERS. KITCHEN: 100CFM VENTED TO OUTSIDE BATH ROOM: 50CFM VTO LAUNDRY: 50CFM VTO PROVIDE WHOLE HOUSE VENTILATION PER WASHINGTON STATE INDOOR AIR QUALITY CODE. O HOUSE WHOLE VENTILATION SHALL BE PROVIDED PER THE WASHINGTON STATE VENTILATION INDOR AIR QUALITY CODE. FAN TO BE EQUIPPED WITH BOTH MANUAL SWITCH AND TIMER SET TO EXHAUST 24 HOURS READILY ACCESSIBLE. EXHAUST FANS MUST BE FLOW RATED AT .25 WATER GAUGE AND MAX. 1.5 SONE RATING 5O 110V SMOKE DETECTOR PER IBC W/ BATTERY BACKUP INTERCONNECTED. © 35" HIGH RAILING. PROVIDE A MAXIMUM 4" CLEAR SPACE IN BETWEEN INTERMEDIATE RAILS. T(P. INTERMEDIATE POSTS AS NEEDED TO MEET HDRIZONTAL LOAD REQUIREMENT O EGRESS WINDOW: EMERGENCY EGRESS WINDOW: EVERY SLEEPING ROOM SHALL BE PROVIDED WITH AT LEAST ONE OPENABLE DOOR OR WINDOW WITH A MINIMUM NET OPEN AREA OF 5.7SF WITH 20" MIN. CLEAR OPEN WIDTH, 24" MIN. CLEAR OPEN HEIGHT AND 44" MAX. SILL HEIGHT. O7 SAFETY GLAZING: ALL GLASS IN DOORS, TUB/SHOWER ENCLOSURES WITHIN 24" OF A DOOR, LESS THAN 18" ABOVE FLOOR OR OTHER HAZARDOUS LOCATION SUBJEC TO HUMAN IMPACT SHALL BE BE SAFETY GLAZING, SAFETY GLAZING AND TEMPERED GLASS SHALL BE FACTORY LABELED PER BUILDING CODE. SKYLIGHTS TO BE DOUBLE PANELS, SHATER RESISTANT APPROVED RIGID PLASTIC OR LAMINATED SAFETY GLASS. PROVIDE 4" CURB (OR SELF FLASHING ASSEMBLY) Og SMOKE ALARMS: EACH SLEEPING AREA SHALL BE EQUIPPED WITH SMOKE ALARM WITH 110V DIRECTLY CONNECTED TO POWER SUPPLY WITH BATTERY BACKC-UP. Og TUBS & SHOWERS: TUB AND SHOWER WALL SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE TO A HEIGTH OF NOT LESS THAN 72 INCHES ABOVE THE DRAIN INLET, MATERIAL OTHER THAN STRUCTURAL ELEMENTS USED IN SUCH WALLS SHALL BE OF A TYPE OF ADVERSELY AFFECTED BY MOISTURE. IF GLASS DOORS ARE USED SHALL BE TEMPERED SAFETY GLASS. SHOWERS HEADS SHALL HAVE A FLOW DEVICE TO LIMIT THE TOTAL FLOW TO A MAXIMUM OF 3 GPM PER SHOWER. 10 APPLIANCES: APPLIANCES TO BE U.L. LISTED AS LABELED, PROTECTED FROM DAMAGE AND INSTALLED ON AN 18" PLATFORM. HOT WATER HEATER SHALL BE INSTALLED WITH SEISMIC STRAPS PER UPC CODE AND PRESSURE RELIEF LINE PLUMBED TO OUTSIDE. ELECTRIC WATER HEATER IN UNHEATED SPACE OR ON CONCRETE FLOOR SHALL BE PLACED ON AN R-10 OR GREATER INSULATED INCOMPRESSIBLES BASE. 11 STAIRWAY & GUARDRAIL NOTES USUABLE SPACE UNDER STAIRS SHALL HAVE WALLS AND SOFFITS (ON THE ENCLOSED SIDE) PROTECTED AS REQUIRED FOR 1-HOUR FIRE RESISTANT CONSTRUCTION. FIRE BLOCK STAIRS, BETWEEN STAIR STRINGERS AT TOP, BOTTOM AND ALONG RUN BETWEEN STRUDS. STAIRWAY REQUIREMENTS, UNLESS NOTED OTHERWISE: A. MINIMUM STAIR WIDTH ........................................ 36" B. MINIMUM LANDING WITH.....................................36" C. MINIMUM TREAD DEPTH.....................................10" D. MINIMUM RASER HEIGHT ...................................4" E. MAXIMUM RISER HEIGHT...................................7 3/4" F. MINIMUM HEADROOM.........................................6'-8" HANDRAIL TO HAVE ENDS RETURNED AND PLACED A MINIMUM OF 34" AND A MAXIMUM OF 38" ABOUVE TREAD NOSING. HANDRAIL TO BE EASILY GRAPABLE WITH A 1-1/4" TO 2" CROSS-SECTION AREA. TRIM AND OTHER DECORATIVE FEATURES MAY PROJECT INTO THE REQUIRED STAIR WIDTH UP TO 3-1/2" EACH SIDE. HANDRAILS SHALL EXTEND AT LEAST 1-1/2" FROM WALL. GUARDRAILS TO BE A MINIMUM OF 36" HIGH MIN. ABOVE FINISHED FLOOR . PROVIDE A MAXIMUM OF A 4" CLEAR SPACE BETWEEN INTERMEDIATE RAILS. USUABLE SPACE UNDER STAIRS SHALL HAVE WALLS AND SOFFITS (ON THE ENCLOSED SIDE) PROTECTED AS REQUIRED FOR 1-HOUR FIRE RESISTANT CONSTRUCTION. 12 ENERGY NOTES (a) GLAZING: ALL GLAZING TO BE DOUBLE -GLAZED, FACTORY BUILT WITH A MAXIMUM INFILTRATION OF .5 CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER PER STANDARD ASTM. AND SHALL BE TIGHTLY FIT, SEALED, CAULKED OR WEATHER-STRIPPED TO LIMIT AIR LEAKAGE INCLUDING: AROUND DOORS AND WINDOWS, SILL PLATES AND TOP PLATES. ALL PLUMBING, ELECTRICAL AND HVAC PENETRATIONS IN WALLS, FLOORS AND CEILINGS TO BE CAULKED AND SEALED. WINDOWS-U VALUE �zo DOORS (b) INSULATION: CEILING, WALL AND FLOOR INSULATION TO BE INSTALED WITHOUT COMPRESSION. WATER HEATER, ALL SERVICE WATER PIPING AND HEATING DUCTS SHALL BE THERMALLY INSULATED IN ACCORDANCE WITH LOCAL CODES ? VAULTED CEILING n-21 � ATTIC CEILING WALLS WALL BELOW GRADE INTERIOR R-21 WALL BELOW GRADE EXTERIOR R-10 FLOORS R-30 SLAB ON GRADE R-10 A, s . . . ... . REVIEWED FOR-n,, . 'COEDS COMPLIAN • APPROVED AUG 3 1 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY.OF TUKWILA JUL 2 0 2015 PERMIT CENTER 0 REV #1 6/10/15 SCALE 111 =1'-0" ,� � _ z w 00 © D (� ) REV #3 8/8/15 ROOF SHEATHING PER PLAN MFG ROOF BAFFLE TRUSS @ 2'-0" 1" AIR GAP MIN. 10d @ 6" 18" RBC SPACING PER SHEAR WALL R-49 INSULATION BIRDSCREEN BLK' - ASPHALT COMPOSITION T.O.W. TOP PLATE - SHEATHING 16' H2A AT EACH JOIST - 2x6 @ 24" (Vert. Stud Align w/ Joist) � (1) 2x6 CONT. PLATE ALUM. CONT. GUTTER 8d @ 6" 1x6 CONT. FASCIA BIRDSCREEN BLK'G CONT. SCREEN VENT TOP PLATE—�l 1x CONT. FASCIA 1-2X6 CONT. PLATES (Ex) Siding METAL FLASHING SIMPSON HANGER LUS28 @ EACH RAFTER 2x8 HF2 AT 24" 12 \oN �"'o-si 5� NO \NS��F EDGER W/(3) ROWS 1/4"� x4.5" SIMPSON SDS SCREWS @ EACH STUD H2A AT EACH JOIST FLOOR BEAM AND ( R-30 AT UNHEATED (Vert. Stud Align w/ Joist) JOIST PER PLAN GARAGE WALL NAIL 16d @ 12"-� 1 2 GWB / 3/4" T&G PLYWD. SUB. FL.. NAIL & GLUE FLOOR PANEL NAIL PLYWD INDEX NO.24/0 - SIDING PER PLAN 8d @ 6" 1 1 /4' LSL RIM BOARD NAIL, W/8d @6 O.C.EDGES - R-TECH 1" INSUL*** ***Notes &12 O.C. FIELD - 7/16" SHEATHING Provide Vapor Barrier TYVEK UPPER LEVEL - 2x6 AT 24" O.C. if R-TECH is not used NAIL PER SHEAR WALL SCHEDULE zz - R-21 INSULATION - 1 /2" GWB °- �- FLOOR JST PER PLAN 10d @EACH JOIST TYP AT TOP & BOTT TOP PLATE 1-2X6 2" RIDGID INSUL. P.T. 2x6 w/ g"0 A.B. CONT. PLATES / SPACING PER SCHEDULE CONCRETE FOOTING - SIDING PER PLAN - R-TECH 1" INSUL*** *** Notes: - 7/16" SHEATHING Provide Vapor Barrier TYVEK - 2x6 AT 24" O.C. if R-TECH is not used - R-21 INSULATION SECTION - 1 /2" GWB SCALE 3/4"=V-0" 2X6 SOLE -� 3/4" PLYWD. T&G 1 1/4" LSL RIM BOARD BLOCKING AT 48" LOW LEVEL P.T.MUDSILL W/ 3"x3"x1 /4" / v WASHER Mn&JOIST PER PLAN TOP PLATE 2- #4 cQ FIN. GRADECONT. Q 00 4" PERF. �i��/�� .y VAPOR z ``' DRAIN ������ 4 BARRIER 0 J \ /\�/\ o N e•' ' .a/�� 4 HORIZ @ 12"o.c. FIX-F +. ( ... 4 VERT @ 18"o.c. IRE 2-#4CONT. BOTT 5" 8" 5"', SUB -GRADE ELEV. PER 18 GEO-TECH REPORT SEC fON_(& SCALE 3/4"=V-0" LTP4 . NOTES: RIM :� `�'" �*► :st 1. ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. 2. NAIL INTERMEDIATE SUPPORTS AT 12" O.C. 3. PROVIDE (2) 2x STUDS AT THE ENDS OF ALL SHEAR WALLS (U.N.O.) WALL PROVIDE PANEL EDGE NAILING INTO EACH MULTIPLE STUD AT END OF WALL. REFERENCED FACE NAIL MULTIPLE STUDS TOGETHER WITH 16d AT 24" O.C. PANEL EDGE --, 4. DO NOT PENETRATE STUDS LESS THAN 1 318 NAILING PER FDN 5. PANEL EDGE STUDS INDICATE THE MINIMUM STUD WIDTH AT ABUTTING PANEL EDGES. DETAIL, USE HDG (2)2x STUDS ARE AN ACCEPTABLE ALTERNATE FOR 3x STUDS. NAILS INTO PT SILL (2)2x STUDS ARE TO BE NAILED TOGETHER WITH (2) ROWS 16d AT 6" O.C. 6. LTP4 INSTALLED OVER PLYWOOD SHALL USE 8d COMMON NAILS (.1310 x 2.5") LTP4 INSTALLED DIRECTLY AGAINST FRAMING MAY USE 8d SHORT (.131x 1.5") RBC INSTALLED DIRECTLY AGAINST FRAMING USE 10d SHORT (.148x 1.5") 7. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED. PANEL EDGE NAILING TO UPPER TOP PLATE -SILL PLATE a pT f yC Yf$' 9 �iict _—R :"a/IEWED FOR'. 000E C0MP'LIAI G;�, APPROVE i A � 3 1 2015 5 H L A H WALL 5 U H E U U L E RIM CONNECTION WALL SHEATHING PANEL EDGE NAILING (COMMON OR GALV BOX NAILS) PANEL EDGE STUDS ANCHOR BOLTS„ 5/8 0 EMBED 7 AT TOP PLATE AT ROOF EAVE TOP PLATE AT SILL PLATE (COMMON NAIL .1620 x 3.5 ) SW6 7/16" APA PLY ONE SIDE 8d AT 6" O.C. 2x 48" O.C. IN 2x PLATE LTP4 AT 24" O.C. RBC AT 16" O.C. 16d AT 6" D.C. SW4 7/16" APA PLY ONE SIDE 8d AT 4" O.C. 2x 32" O.C. IN 2x PLATE LTP4 AT 16" D.C. RBC AT 12" O.C. 16d AT 4" O.C. SW3 7/16" APA PLY ONE SIDE 8d AT 3" O.C. 3x 16" O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 8" O.C. 16d AT 3" O.C. SW2 7/16" APA PLY ONE SIDE 8d AT 2" O.C. 3x 12" O.C. IN 2x PLATE LTP4 AT 12" D.C. RBA AT 8" O.C. 16d AT 2" O.C. SW44 7/16" APA PLY TWO SIDES 8d AT 4" D.C. EA SIDE 3x 24" O.C. IN 3x PLATE LTP4 AT 8" O.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 4" O.C. SW33 7/16" APA PLY TWO SIDES 8d AT 3" O.C. EA SIDE 3x 16" O.C. IN 3x PLATE LTP4 AT 8" O.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 3" O.C. SW22 7/16" APA PLY TWO SIDES 8d AT 2" D.C. EA SIDE 3x 16" D.C. IN 3x PLATE LTP4 AT 6" O.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 2" O.C. RECEll CITY OF T AUG 10 PERMIT CI 0 0 0 0 c- 0 d- a� 0 c 0 c U) 0 0 WALL STUD PER PLAN OUTSIDE CORNER DRYWALL CLIP TO HOLD DRYWALL IN PLACE DRYWALL TWO -STUD CORNERS WITHOUT HOL6COWN CONNECTION 1. Joist to sill or girder 2. Bridging to joist u U�1' � ­ - uN V.-vas framing connector❑ (2012 IRC Tables R502.5(1) & R502.5(2)) WINDOW / DOOR SINGLE -PLY HEADER 2012 IRC Section R602.7.1 2x6 TOP PLATE 2xHEADER PER BATT INSULATION 2x6 HEADER 2x6 SILL Top plate Single -ply load -bearing header (flush outer face of header with outer❑ edge of studs) Cavity insulation space (to stud depth less single header thickness) Header bottom plate (to complete rough opening at header) Vertical stud per plan See 2012 IRC Table R502.5(1). WEATHER -RESISTIVE BARRIER - LAP OVER TOP OF METAL HEAD FLASHING WOOD SIDING BED OF .SEALANT - METAL HEAD FLASHING WOOD STRUCTURAL PANEL SHEATHING SLOPED TOP AND DRIP -EDGED HEAD TRIM SEALANT PAN FLASHING (OR FELT SILL STRIP) CONTINUATION WINDOW SILL WITH FLANGE- �- DRIP EDGE . CAULKING/SEALANT WITH BACKER ROD WINDOW FLANGE - WEATHER -RESISTIVE BARRIER PAN FLASHING (OR FELT SILL STRIP) - WOOD SIDING WOOD STRUCTURAL PANEL SHEATHING CROSS-SECTION @ WINDOW HEAD AND SILL FASTENING SCHEDULE FASTENING LOCATION 3 - 8d common (2 2" x0.131 ") 3 - 311 x 0.131 nails toenail 3 - 3" 14 gage staples 2 - 8d common (2 2"x0.131 ") 2 - 3 xO.131 nails toenail each end 2 - 3" 14 gage staples 3. 1 "x 6" subfloor or less to each joist 2 - 8d commom (22"xO.131 ") face nail 4. Wider than 1 "x6" subfloor to each 3 - 8d commom (22"x0.131 ") face nail ' subfloor to joist or girder 2 - 16d commom (32"x0.162") face nail 16d (3 2"xO.135") at 16" o.c. 6. Sole plat to joist or blocking 3" x 0.131" nails at 8" o.c. typical face nail 3" 14 gage staples at 12" o.c. 3 - 16d (3 2"x0.135") at 16" o.c. Sole plate to joist or blocking at braced 4 - 3"xO.131" nails at 16" o.c. braced wall panels wall panel 4 - 3" 14 gage staples at 16" o.c. 7. Top plate to stud 2 - 16d common (3 2"xO.162") end nail 3 - 3"x0.131"nails 3 - 3" 14 gage staples 4 - 8d common (22"x0.131 ") 8. Stud to sole plate 4 - 3" x 0.131" nails toenail 3 - 3" 14 gage staples 2 - 16d common (3 2"x0.162") 3 - 31x0.131 nails end nail 3 - 3" 14 gage staples 9. Double studs 16d (32 "x0.135") at 24" o.c. face nail 3 xO.131 nails at 8 o.c. 3" 14 gage staples at 8" o.c. 16d (32"xO.135") at 16" o.c. 10. Double top plates 3" x 0.131" nails at 12" o.c. typical face nail 3" 14 gage staples at 12" o.c. Double top plates 8 - 16d common (3 2"x0.162") 12 - 3" x 0.131" nails. toenail 12 - 3" 14 gage staples 3 - 8d common (22 "xO.131 ") 11. Blocking between joists or rafters to 3 - 3"x 0.131" nails toenail top plate 3 - 3" 14 gage staples 12. Rim joist to top plate 8�d (22 "x 0.131 ") at 6" o.c. 3 x 0.131 nails toenail 3" 14 gage staples 2 - 16d common (32 NO.162") 13. Top plates, laps and intersections 3 - 3" x 0.131" nails face nail 3 - 3" 14 gage staples 14. Continuous header, two pieces 16d commom (32"x0.162") 16" o.c. along edge 3 - 8d common (22 "x0.131 ") 15. Ceiling joist to plate 5 - 3" x 0.131" nails toenail 5 - 3" 14 gage staples 16. Continuous header to stud 4 - 8d commom (22"0.131 ") toenail CONNECTION FTRU b SING VERT G FEF NA FAQ) I LINIIN �)UHLUULL FASTENING 3 - 16d common (3 2"x 0.162") minir 17. Ceiling joists, laps, over partitions Table 2308.10.4.1 (see Section 2308.10.4.1; Table 4 - 3" x 0.131" nails 2308.10.4.1) 4 - 3" 14 gage staples 3 - 16d common (3 z"x 0.162") minir 18. Ceiling joist to parallel rafters Table 2308.10.4.1 (see Section 2308.10.4.1, Table 4 - 3" x 0.131" nails 2308.10.4.1) 4 - 3" 14 gage staples 19. Rafter to plate 3 - 8d common (2 2" x 0.131 ") (see Section 2308.10.1, Table 3 - 3" x 0.131" nails 3 - 3" 14 gage staples 2 - 8d common (2 2" x 0.131") 20. 1 diagonal brace to each stud and 2 - 3" x 0.131" nails plate 3 - 3" 14 gage staples 21. 1" x 8" sheathing to each bearing 3 - 8d commom (22"x0.131") 22. Wider than 1" x 8" sheating to each 3 - 8d commom (22"xO.131 ") bearing 16d common (31" x 0.162") 23. Build-up corner studs 3" x 0.131" nail at 24" o.c. 3" 14 gage staple at 24" o.c. 20d common (4"0.192") at 32" o.c. 3" x 0.131" nail at 24" o.c. " 14 gage staple at 24" o.c. 3 24. Built-up girder and beams 2 - 20d common (4"xO.192") 3 - 3"xO.131" nails 3 - 3" 14 gage staples 25. 2" planks 16d commom (32"xO.162") 3 - 10d common (3" x 0.148") 26. Collar tie to rafter 4 - 3" x 0.131" nails 4 - 3" 14 gage staples 3 - 10d common (3" x 0.148") 4 - 3" x 0.131" nails - 3" 14 gage staples 4 27. Jack rafter to hip 2 - 16d common (32"xO.162") 3 - 3" x 0.131" nails 3 - 3" 14 gage staples 20d common (4"xO.192") at 32" o.c. 3" x 0.131" nail at 24" o.c. 3" 14 gage staple at 24" o.c. 28. Roof rafter to 2-by ridge beam 2 - 20d common (4"xO.192") 3 - 3"xO.131" nails 3 - 3" 14 gage staples 3 - 16d common (32" x 0.162") 29. Joist to band joist 4 - 3" x 0.131" nails 4 - 3" 14 aaae staples - SIDING PER PLAN - R-TECH 1" INSUL*** *** Notes - 7/16" SHEATHING Provide Vapor Barrier TYVEK - 2x6 AT 24" O.C. if R-TECH is not used - R-21 INSULATION - 1 /2" GWB ROOF SHEATHING & MANUFACTURER GIRDER ROOF TRU TRUSS PER PLAN MIN. (2) 2x6 AT BOTTOM CHORD FLOOR JOIST PER PLAN OP PLATE STRAP AT EACH END IM JOIST wl1"fd BOLT PER PLAN AT 16" wIWANERS SECTION SCALE 3/4"=1'-0" LOCATION 2x6 STUDS C@ 16"O, W/R- 21 2x6 STUDS @ 16"O.C. W/R-21 3/4" PLYWD. T&G BLOCKING AT 48" 1/2" PLYWD SIDING OVER 2" SHEATHING OVER TYVEK WRAP 2X6 SOLE PT 2x6 MUDSILL FLR. JST _ c PER PLAN CONT. / ~ 0 I\ O 00 0-1 0 10 MIL � �.. ' 'In z VPP,,��OR 1� �RRIEF/ OLIJ LIJ #4 HORIZ. AT 12" OIC. Ld LLI #4 VERT. AT O.C. \`�,. ,���Cn � J l 3-#4CONT / SUB GRADE ELEV. PER 8" 8" 8" / GEOtTECH REPORT 24" SCALE 3/4"=1'-0" SIDING OVER 2' SHEATHING OVER TYVEK WRAP face nail 3/4" PLYWD. T&G, FLOOR JOIST PER PLAN \ R-30 AT BLOCKING AT 48RNI 2X6 SOLE UNHEATED AREA face nail PT 2x6 MUDSILL PER SHEAR WALL SCHEDULE-,,_ toenail IVROOF DRAIN - c ` P' FIN. GRADE 1l\ U V V _ � Lawn - ALTER FABRIC WRAP OUTER VQ face nail GE OF FOUNDATION 6 MIN 4X4 POST W/SIMPSON ��\ i\`�i o A VE FOOTING ii\\i\\ii\\r\\ a- Q POST CAP AC4 & POST ii��i�ii�ii Ld face nail BASE PBS44 _ face nail 0 Ld ( ' *• ~ face nail , N -IIRADE SL6 CONTINUE FOOTING PER PLAN R4 TIE face nail at top andPEPLAN 5`�5" I'll4"4 PERF. PIPE JEX1.F"'*"'1RED bottom staggered (� SUB -GRADE & FOOTING DEPTH 18" ON 2" WASHED on opposite sides PER GEO-TECH REPORT GRAVEL OR CRUSH SECTION ROCK face nail at ends ( SCALE 3/4"=1'-0" < and at each splice � SUB -GRADE PER GEO-TECH REPORT at each bering ( COLUMN PER PLAN < face nail % TOP OF GRADE ELEVATION PER GEO-TECH REPORT J toenail #4 AT 12„ (3)#4 CONT face nail >l p� *K' NGU i a PA 5'-0" MIN YARD DRAIN w/ SOLID LID FINE MESS SCREE 10/-0" MIN 2'x20' DISPERSION TRENCH 4" 0 PERFORATED PIPE AT 0.0% DIDPERSION TRENCH PLAN SCALE i" =1'-0" ROOF DRAIN ROOF DOWNSPOUT w/ OVERLFOW WYE & SPLAH BLOC FINISH GRADE 4--vp rt:r%rur%m I Cu rirr— /1 i u.u7o DIDPERSIONTRENCH ELEVATION DRIVEWAY MIN . 9: Y!i-7�:�.1: Y�:�.WASHED ROCK I ' I DISPERSION TRENCH SECT SCALE 'if =1'-0" SCALE 4" =1'-0" ROCK %" —1%" "MIN. BACKFILL 'ICI 'i'IFILTER FABRIC I ROCK , rIK"PERFORATED TIGHLINE SECT SCALE;" =1'-0" _6 6" ------------- ! RA 1 1 e e !® 1 a e , !0 IMl f 1 e i m mmmm ! • RY f 1 MINE= ! !A i / MmEmm Mil MmEm . m . • MENEM MMEME MMEM MMEME r REVIEWED FOR CODE COMPLIANCE APPROVED AUG 3 1 2015 L city of TulmilUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 10 2015 PERMIT CENTER y• NGU 0 0� 'WAS oaf N 45667 �q GIs-,r � �SIONA1+ 5 10 l y W U z o (f) 00 r-- n 00 W Q -� X oN a� W f) U U' i i— CD _0 z r 1 DATE 5/5/15 SCALE - DESIGN K N JOB NO. 15 — 5 EV #2 7/15/15 OF A PORTION OF THE SE 114 OF THE NE 114 SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMET TE MERIDIAN, KING COUNTY, WASHINGTON SUMNER, WASHINGTON 98390 253-826-0300 Fax 253-826-9703 4 oti� 4)tivZ' DESCRIPTION LOTS 1 AND 2 OF JIMMY SHORT PLAT, TUKWILA SHORT PLAT # L07-031 AS RECORDED UNDER AUDITOR'S FILE NUMBER 20091009900007, RECORDS OF KING COUNTY, WASHINGTON. GRAPHIC SCALE 1 imam'm _ anr" a LEGEND O FOUND PROPERTY CORNER PER SHORT PLAT ❑E POWER HAND HOLE POWER POLE FIRE HYDRANT L7 WATER METER CATCH BASIN OR INLET GAS METER —P— OVER HEAD ELECTRIC LINES EDGE OF PAVEMENT X CHAIN LINK OR WIRE FENCE ❑ WOOD FENCE --Trrrm BUILDINGS RECEIVED CITY OF TUKWILA JUL 202015 PERMIT CENTER THIS SURVEY COMPLIES WITH ALL STANDARDS AND GUIDELINES OF THE SURVEY RECORDING ACT CHAPTER 58.09 RCW AND 332-130 WAC. SURVEYOR'S CERTIFICATE: EQUIPMENT AND METHODOLOGY THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY TOPOGRAPHIC SURVEY FOR: ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE ROBOTIC TOTAL STATION & ALLEGRO DATA JIMMY PHAN REQUIREMENTS OF THE SURVEY RECORDING ACT, AT THE COLLECTOR. REQUEST OF JIMMY PHAN. FIELD TRAVERSE CLOSED ON AND/OR BALANCED CITY OF TUKWILA AGAINST OTHER SURVEYS OF RECORD. SHORT PLAT #L07-031 ` 7/10/2015 THE POSITIONAL UNCERTAINTY FOR ANY PHYSICAL POINT ON THIS SURVEY RELATIVE TO ANY OTHER AFN 20091009900007 DRAWN: GPS SCALE 1" 20' PHYSICAL POINT ON THIS SURVEY, INCLUDING LEAD-IN COURSES, IS LESS THAN 0.07 FEET + 50PPM. DATE SURVEYED: 7/10/15 APPROVED: GPS G. PHI SAR T' P.L.S. 34145 DATE PRINTED: 7/10/2015 JOB No: 2015053