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HomeMy WebLinkAboutPermit D17-0344 - BRIDGE RESIDENCE - NEW SINGLE FAMILY RESIDENCEBRIDGE RESIDENCE 14032 35TH A VE S EXPIRED 06/26/2019 D17-0344 Parcel No: Address: Project Name: 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 1523049007 14032 35TH AVE S BRIDGE RESIDENCE COMBOSFR PERMIT Permit Number: D17-0344 Issue Date: 6/29/2018 Permit Expires On: 12/26/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: BRIDGE LYLE D 14032 35TH AVE S , SEATTLE, WA, 98146 SCOTT THOLEN 12040 98TH AVE NE, STE 102 , KIRKLAND, WA, 98034 AFFIDAVIT- LYLE BRIDGE Lender: Name: LYLE BRIDGE Address: 7667 275 ST NW , STANWOOD, WA, 98292 Phone: (425) 820-0829 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2978 SQ FT SINGLE FAMILY RESIDENCE WITH A 933 SQ FT ATTACHED GARAGE AND A 483 SQ FT DECK Project Valuation: $436,041.69 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $10,835.24 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: 1 Permit Center Authorized Signature: Date:. (Y �Oq—iq 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: () c Print Name: Date: 67z5, /f& 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 3: 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. 4: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 5: 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. 6: 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. 7: 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. 8: 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. 9: Any material spilled onto any street shall be cleaned up immediately. 10: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 11: 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. 12: 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. 13: 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. 14: 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. 15: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 16: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 17: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 18: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 19: 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. 20: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 21: Prior to Public Works Final, provide storm drainage as-built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 22: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 23: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 24: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 25: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 26: 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). 28: 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) 29: 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) 30: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 27: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 33: ***BUILDING PERMIT CONDITIONS*** 34: 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. 35: 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. 36: 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. 37: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 38: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 39: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: All wood to remain in placed concrete shall be treated wood. 41: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 42: 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. 43: 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. 44: 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. 45: 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). 46: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 47: 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. 48: 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. 49: ***MECHANICAL PERMIT CONDITIONS*** 50: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 51: 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. 52: Manufacturers installation instructions shall be available on the job site at the time of inspection. 53: 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. 54: 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. 55: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 56: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 57: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 58: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 59: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 60: 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. 61: 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. 62: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 63: 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. 64: 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. 65: 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. 66: 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. 67: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 68: 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 EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH-IN GAS PIPING 0701 ROUGH-IN MECHANICAL 8005 ROUGH-IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKV A Community Develop,. ,rt Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination rmit No. bt-7, u7),-1,1 Project No.; Date Application Accepted:. I)---X;k 7 Date Application Expires: to (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** King Co Assessor's Tax No.: 1523049007 Site Address: 14032 35th Ave S Tukwila 98168 PROPERTY OWNER Name: Scott Tholen Address: Name: Lyle Bridge City: Kirkland State: WA Zip: 98034 City: Kirkland State: WA Address X 03 2 .347-74c4(.4:, S Phone: City: 2 GLGccijli c State 2iw_ 68 CONTACT PERSON — person receiving all project communication Name: Scott Tholen Address: Address: 12040 98th Ave NE Suite 102 City: Kirkland State: WA Zip: 98034 City: Kirkland State: WA Zip: 98034 Phone: (425) 820-0829 Fax: Phone: Email: scott@dona-arch.com. Phone: (425) 488-9868 Fax: GENERAL CONTRACTOR INFORMATION Company Name: to be determined Address: Address: 12040 98th Ave NE Suite 102 City: Kirkland State: WA Zip: 98034 City: State: Zip: Phone: Fax: Phone: (425) 488-9868 Fax: Contr Reg N Email: wcengr@comcast.net Tukwila Business License No.: ARCIfITECT OF RECORD Company Name: Steven Dona Architecture Architect Name: ' Steve Dona Address: 12040 98th Ave NE Suite 102 City: Kirkland State: WA Zip: 98034 Phone: (425) 820-0829 Fax: Email: steve@dona-arch.com ENGINEER OF RECORD Name: non Company Name: Weller Consulting Address:? Engineer Name: Mark Weller Cit-f9ire Address: 21925 8th PI W City: Bothell State: WA Zip: 98021. Phone: (425) 488-9868 Fax: Email: wcengr@comcast.net LENDER/.BOND ISSUED (required for projects $5,000 or. greater per RCW 19.27.095) Name: non /40, z.), �redici .e. Address:? 7 075- 't 6 A/A. Cit-f9ire ;ry( State WA_ H:\Applications\Forms-Applications On Linc\2011 Applications \Combina'ian Permit Application Revised 8-9-1 Ldocx Rcviscd: August 2011 bh Page I ora PROJECT INFORMATION - Valuation of project (contractor's bid price): $ a%� 5-4 0 a Scope of work (please provide detailed information): Red/c/ ' p �n'l e �'t' q fra CC2i4 sT c. - Al d? q 4 DETAILED BUILDING INFORAMTION PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement ���� 1st 1 (SS6 2nd floor Garage[ carport ■ 473 g — 41 63 Deck — covered • uncovered N Total square footage 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 - 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Z� 70 �l 061Value of mechanical work $ i furnace <100k btu 2^ thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) j dishwasher lavatory (bathroom sink) water heater (gas) fuel type: ❑ electric -7 gas appliance vent / ventilation fan connected to single duct fwood/gas stove water heater (electric) �O/ /42 tv other mechanical equipment 2 bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer shower � `� water closet f 5 gas piping outlets Page 2 of 4 , PUBLIC, WORKS PERMIT INFORM ON - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works"Bulletin #1 for fees and estimatesheet. WATER DISTRICT ❑ ...Tukwila V...Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline lZ ...Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ .-.Teclinical.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): 111 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut 0 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill 0 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation 0 ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrobnding 0 ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 ...Traffic Control ❑ Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public ❑ - or - Private ❑ ❑ ...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-I Ldocx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES='11111PLICABLE TO ALL PERMITS IN THIS h -PLICATION:= 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 OWN)FR OR AUT ORI AGEN : Signature: Print Name: 44, /3ric4 Day Telephone: 06 'G 77 S ucocc GUS 96)-2 I Mailing Address: 766 7 2 7S '109 City H.'Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 1A/('• (�� r, ((i ) I� - 0 3 f ^� PERMIT # If you do not provide contractor bids or an engineers estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $256"(1) , 2. Enter total construction cost for each improvement category: fit, Mobilization Erosion prevention o o Water/Sewer/Surface Water /cuu /2000 Road/Parking/Access r A. Total Improvements 4.5 -co 3. Calculate improvement -based fees: / B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) ; $ l 12- s= (4) 5° 11z 5. Enter total excavation volume /0 cubic yards Enter total fill volume / cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101-1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION . so (1+4+5) $ 112. 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 01/15/16 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ ! 12_ (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 2 (8) (9) QUANTITY IN CUBIC YARDS RATE •✓ 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001— 10,000 $194.50 for l' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof ' 100,001 or more $919.00 for l' 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 2 (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ l'FZ 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 01.01.2016-12.31.2016. Total Fee 0.75 $6f5-.., $6005 ,- $6630 1 $1125 \ $15,01230 $16,137.50 1.5 $2425 --.. $30;025 $32,450 2 $2825 '""--„,$'48,040 $50,865 3 $4425 f` '390,080 $100,505 4 $7825 $150;15., $157,950 6 $12525 $300,250 \ $312,775 Approved 09.25.02 Last Revised 01/15/16 .Temporary Meter 0:75" $300 2.5" $1,500 3 DESCRIPTIONS ACCOUNT QUANTITY .: PAID $7,712.06 PermitTRAK D17-0344 Address: 14032 35TH AVE S Apn: 1523049007 $7,712.06 DEVELOPMENT $4,424.70 PERMIT FEE R000.322.100.00.00 0.00 $4,420.20 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 t. $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 ;;' $248.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE$249.86 TECHNOLOGY FEE R000.322.900.04.00 I 0.00 �` $249.86 TOTAL FEES PAID BY RECEIPT: R14837 7,712.06 Date Paid: Friday, June 29, 2018 Paid By: BRIDGE CONSTRUCTION INC Pay Method: CHECK 1047 Printed: Friday, June 29, 2018 9:52 AM 1 of 1 3 SYSTEMS ritLA ryq , sy O ay0i OS 2908 Cash Register Receipt City of Tukwila Receipt Number R13124 DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $3,123.18 D17-0344 Address: 14032 35TH AVE S Apn: 1523049007 $3,123.18 DEVELOPMENT $2,873.18 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,873.18 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13124 R000.322.100.00.00 0.00 $250.00 $3,123.18 Date Paid: Friday, December 29, 2017 Paid By: BRIDGE CONSTRUCTION INC Pay Method: CHECK 1032 Printed: Friday, December 29, 2017 2:11 PM 1 of 1 CRWSYSTEMS Mark Dodds, P.E. Lyle Bridge P.O. Box 69603 Seattle, WA 98168 RECEIVED SEP 14 2018 TUKWILA PUBLIC WORKS Subject: Correlated Percolation Rate and Bearing Pressure Lyle Bridge New Residence 14032 35th Avenue South Tukwila, Washington Dear Mr. Bridge, REVISIO FILM Job Number 80301 A• riI 11, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 112018 City of Tukwila BUILDING DIVISION This letter summarizes our analysis and geotechnical recommendations for the new infiltration system, and our geotechnical opinions regarding the bearing pressure for the new residential foundation to be built on the Bridge Property at 14032 35th Avenue South in Tukwila, Washington. Three test pits were excavated on site. Two test pits were located in the location of the new home and one test pit was excavated in the general area where the infiltration trench is to be located. The test pits excavated in the location of the proposed new home were excavated in the area of the previous structure. Soils conditions at these two locations were generally similar and revealed approximately one foot of variable Gravelly Silty Sandy FILL over gray to brownish -gray Gravelly Silty Sandy Glacial Till. The glacial till was dense. Our geotechnical recommendations for the proposed new footings are as follows: RECEIVED CITY OF TUKWILA P.O. Box 453 • Kirkland, WA 98083 • Tel: 206.816.4232 03'l'i SEP 14 2018 PERMIT CENTER 1 MARK DODDS, P.E. Job Number 80301 April 11, 2018 Page 2 1) All new footings should be extended to dense competent glacial till or on properly inspected and tested structural fill built up from dense competent glacial till. Structural fill, if used, must consist of granular soils (with no gravel over 1 inch in diameter) that are compacted to a dense and unyielding condition and are placed at a minimum of 95% of Modified Proctor (ASTM D1557). 2) For footings placed as outlined above, we can confirm that the 2000 pounds per square foot (psf) assumed on Plan Sheet A-2.1, Foundation Note #6 is adequate. One test pit was excavated in the general area proposed for the infiltration trench. At this location the subsurface soils conditions consisted of 14 inches of gray Gravelly Silty Sandy FILL over reddish brown Silty Sand with some Gravel. The reddish brown soil was very moist and medium dense. This test pit was terminated at 3.5 feet below existing grades. The undersigned engineer inspected the test pit and took soil samples for further laboratory testing. Samples of the underlying soil were taken from 2.0 feet to 2.5 feet and from 3.0 feet to 3.5 feet below existing grades . These soil samples were taken to a soils testing laboratory and washed sieve gradation tests were conducted in conformance with ASTM C136 & ASTM C117. These test results are attached to this letter as Plates 1 and 2. The test results were fairly consistent across the ranges of gravel, sand and silt for the reddish brown soil in the test hole. The soil would be classified as a Silty Sand with some Gravel and would generally be considered to have moderate long-term permeability and infiltration characteristics. MARK DODDS, P.E. Job Number 80301 April 11, 2018 Page 3 Our geotechnical engineering recommendations for Infiltration Trench Design on this project are: 1) Ensure that there is a minimum of one foot of reddish brown Silty Sandy soil below the bottom of the infiltration pipe. 2) Use a Tong -term design permeability rate of 1.5 inches per hour in design of the infiltration trench. We trust this letter provides the information you require. If there are any further questions, feel free to contact me directly at 206.375.9260. Thank you, Mark Dodds, P.E. 206.375.9260 PERCENT FINE 100 90 80 70 60 50 40 30 20 10 0 .6 .6 f0 M Particle Size Distribution Report w N I ' I � L.J. I I • O O M •I I 000 0 V 8 • -r- 100 10 1 GRAIN SIZE - mm. 0.1 0.01 0.001 +3" % Gravel %Coarse Fine 0.0 2.3 21.2 % Sand Coarse Medium 15.3 21.2 .............. Fine 24.3 % Fines Silt 15.7 Clay Test Results (ASTM Opening Percent Size Finer C 136 & ASTM C 117) SpecPass? (Percent) (X=Fail) .75 .5 . #4 #10 #40 #60 #80 #100 #200 100.0 97.7 90.0 76.5 61.2 40.0 30.0 24.4 22.1 15.7 Material Description Red/Brown Sandy Silt w/ small gravel PL= Atterberg Limits (ABM 0 431.8) LL= PI= USCS (D 2487)= 0902 12.6683 D50= 0.8706 D10= Classification AASHTO (M 145)= Coefficients 085- 9.2887 D30= 0.2497 Cu= Remarks D60= 1.8557 0152 Cc= Date Received: 3/27/2018 Date Tested: 3/28/2018 Tested By: Nick Averill Checked By: Nick Averill Title: Sr. Lab Technician (no specification provided) Location: Tukwila 35th Avenue South Sampl¢_Number $_Q$4 _ Dopth=TP-1 2.0'-2.5' A.A.R. Client Mark Dodds Project: 2018 General Laboratory Testing Testing o Laboratry Inc. II __.... �__._.__.__.._......__..._..._-..___P.rstlect No: 18-282 . Figure Date Sampled: 3/27/2018 PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report 100 10 GRAIN SIZE - mm. +3" % Gravel % Coarse Fine 0.0 6.5 18.1 Coarse 11.8 % Sand Medium 17.0 Fine 29.1 Silt % Fines 17.5 Clay Test Results (ASTM C 136 & ASTM C 117) Opening Percent Spec.* Size Finer (Percent) 1 .75 .5 . • Pass? (X=Fail) 100.0 93.5 89.9 #4 75.4 63.6 46.6 35.2 28.0 25.2 17.5 #10 #40 #60 #80 #100 #200 (no specification provided) Location: Tukwila 35th Avenue South t1Pl _ lullriker 18-0.55 Depth; TP- A.A. R. P-A.A.R. Mate ria l..D.escrippon Red/Brown Sandy Silt w/ small gravel PL= Atterberg Limits__(ASTMD4318) LL= PI= Classification USCS (D 2487)= AASHTO (M 145)= Coefficients Dgo= 12.8994 D85= 8.4416 D60= 1.3612 D50= 0.5207 D30= 0.1992 D15= D10= Cu= Cc= Remarks Date Received: 3/27/2018 Date Tested: 3/28/2018 Tested By: Nick Averill Checked By: Nick Averill Title: Sr. Lab Technician Date Sampled: 3/27/2018 '.i Client: Mark Dodds Testing Project: 2018 General Laboratory Testing Laboratory, �s_Inc.____..._ ...__._....w�._pr9,jept No_J8-2.$.2._.........._._._. _.. __._Figure,,._____._._.�...... Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0344 Grantor: LYLE BRIDGE, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 35th Ave. South and adjacent to 14032 35th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, utilities, undergrounding of power, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHERODF, said individuals have caused this instrument to be executed this 2.( day of Gk.,/ cam , 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that LYLE BRIDGE 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: /tar .4-" NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: 0 j/9ti/J DATED this GRANTEE: CITY of TUKWILA By: /47,,r;/P7- ( - ;ri%P Print Name: Henry Hash Its: day of Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2018 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. ot% Aiv,.114. • r F IhM�?9�a�� Clk° ,',1110 IIWASN`�.`� 1f Name: � 46(41,6/_(C-��� NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Prescriptive Energy Code Compliance for All Climate Zones in Washington project Information Contact Information ray ge 0 Ian This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. 711111 Authorized Representative Fenestration U -Factor Skylight U -Factor Glazed Fenestration SHGC Ceilingk Wood Frame Wally'm'n Mass Wall R -Value Floor Below Grade Wall°' Slabd R -Value & Depth e ' 19=Clt- a e Zoo R -Values n/a n/a n/a 4� 21 int 21/21 30g 10/15/21 int + TB 10, 2 ft *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 22. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credits la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 • .3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d • Efficient Water Heating 5d 0.5 6 Renewable Electric Energy _ t 4s U. Total Credits *Please refer to Table R406.2 for complete Opti criptio 200 kwh CORRECTION RECEIVED CITY OF TUKWILA FEB 12 2018 PERMIT CENTER 0.0 0.00 fI Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R.-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the: basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insi iation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. `' R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. " Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy bode (W EC) an CA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information �'Rr�St�i 1403 Tukwil, WA 98:168 Heating System Type: 0 All Other Systems Contact Information Scott Thalen of 11140„981 h' to Irta,?�r�G�iteC re Nt Suitet102 IC��Itlanel�,l�yA 98034����� 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature lostructiriiims Tukwila Area of Building Conditioned Floor Area i,lstruotfuos Conditioned Floor Area (sq ft) Average Ceiling Height ns1ructfons Average Ceiling Height (ft) Glazing and Doors instructions:, Skylights iostrtcri ...: Insulation Attic instructiisus Single Rafter or Joist Vaulted Ceilings insiru A `it1' Select R Value Above Grade Walls (see Figure 1) instr uc;t4nn.s Floors instrucE_'Dns monowarei Below Grade Walls (see Figure 1) i,i<,;tructious SIab,Below Grade ins tructio s Select conditioning ' Select R -value Slab on Grade (see Figure 1) 3r+Gtruta'»f"-rrc,�.a Select_R-Value Location of Ducts hstru•C3;5ti5 COIR TION LTR# . is Design Temperature Difference (AT) 46 AT = Indoor (70 degrees) - Outdoor Desi U -Factor 0.30 U -Factor 0.50 REVIEWED FOR CODE COMPLIANCE APPROVED Conditioned s olume 26,802 MAY 16 2018 Area UA 147.30 ity of Tukwila DING DIVISION Area U -Factor X Area = No selection y 1,55t U -Factor X No selection U -Factor X No selection U -Factor X No selection Area UA UA Area UA Area UA U -Factor X Area UA No selection F -Factor X Length UA RECEIVED No selection LI --CITY OF TUKWILA C 637 'v F -Factor X Length UA No selection 0 n FEB 12 2018 Duct Leakage Coefficient PERMIT CENTER 1.00 Sum of UA Envelope Heat Load • Sum of UAXAT Air Leakage Heat Load 13,315 Btu / Hour VolumeX 0.6XAT X.018 Building Design Heat Load 20,091 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 20,091 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 • Ducts in conditioned space: Sum of Building Heat Loss X 1 ent Output • 28,127 Btu / Hour 1.40 for Forced Air Fumace 1.25 for Heat Pump 147.30 6,776 Btu / Hour (07/01/13) FLC REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION CORRE TION LTR# RECEIVED CITY OF TUKWILA FEB 12 2018 PERMIT CENTER All- 03'iy 41*-"VI A,it",,i1,/,4 • 90 ike ft1 roof riser hardware IN FILM Installation instructions 1. Determine approximate positioning or layout of all SkyLift roof riser brackets prior to cutting any access holes. SkyLift positioning must be directly over exterior bearing walls. Take into consideration roofing material layout, rafter locations, and interior conditions. Repositioning may be necessary due to discovered conditions. 2. Remove roofing shingles/tile carefully and save for reinstall. 3. Square and mark location. 4. SET SAW DEPTH to avoid cutting concealed items. Check wall plate and avoid obstructions or concealed items. 5. Cut access hole (minimum 3-1/2" x 6" to 9") through the roof decking/sheathing, directly over the exterior bearing wall. 6. If unfavorable conditions are discovered, reposition the bracket location. (Before cutting any roof trusses or rafters, always obtain expert guidance and professionally prepared plans.) 7. Insert the SkyLift Roof Riser Bracket through the access hole and attach to the exterior wall top plate using 4 ea. W" x 3" Simpson Strong -tie SDS screws (included). Do not substitute fasteners. 8. Remove the SkyLift Saddle and fit a standard pipe jack flashing (not included) over the SkyLift riser Column. Follow manufacturer's instructions on sealing pipe jack flashing to roof. 9. Cut and fit the roofing (remov d a-step..#3)=around..tbe_p'pe jack flashing and reinstall. REVIEWED FOR CODE COMPLIANCE APPROVED 10. Replac the SktSSc:II@d bolt o the Sky ift riser Column (3/8" bolt nd nut incl; dedbity of Tukwila BUILDING DIVISION 11. Seat your cross eam in e " Saddle and secure with Simpson Strong -tie SDS screws (included). Do not substitute fasteners. QUESTIONS? CALL OUR HELP LINE AT 1-888-759-5488 PLEASE SEE THE REVERSE SIDE OF THESE INSTRUCTIONS FOR IMPORTANT SAFETY AND WARRANTY INFORMATION, LIMITATIONS OF WARRANTIES ANIS WILA CORREC ION FEB 12 2018 LTR# l 0 3 J•it1 PERMIT CENTER SkyLift "I Product Warnings and Specifteation.s You (the "Purchaser") have purchased a Sage Bracket Solutions, LLC ("Sage") SkyLift Patio Hardware Product (the "Product"). The specified use for the Product is to raise and support standard patio covering structures. The Product is to be used only to support a maximum load limit of 1,750 lbs. The Product may be used only in compliance with the specific applications and installations set forth in these specifications. Use of the Product in any fashion other than the specified use listed above or in excess with the above-described load limit may be unsafe and result innoxMitarnage, injury, or death. Check with local building departments to verify the applicable building codes that apply to patio cover structures. Sage recommends that you obtain approval for patio cover designs from the local building department. To enable structures to resist the movement, stress and loading that results from impacts such as earthquakes and high velocity winds, always consult with a licensed design professional, licensed engineer or licensed architect as to current construction methods for the structure you are building. The Product is engineered for the maximum load limit listed above and must be used as a part of the building system and supported by the exterior load 'bearing wall of the attaching structure. If you do not have the experience or ability to install the Product in accordance with the enclosed instructions, please contact a licensed contractor or other construction or remodelling professional. Corrosion isigsg Some treated wood may have excess surface chemicals making the wood dangerously corrosive. Accordingly, the Product rnay not be used with pressure treated wood with a greater that .25 pcf. In this event, please contact the seller of the Product to obtain a special order stainless steel SkyLift Patio Hardware Product. A special order stainless steel SkyLift Patio Hardware Product should also be used for ocean -salt air and other chloride environments. Limited Warranty Sage Bracket Solutions, LLC ("Sage") warrants to the original purchaser of the SkyLift Patio Hardware Product (the "Product) that the Product will be free from defects in materials and workmanship from the date of purchase for the normal useful life of the structure which is supported by the Product. In the event that Sage confirms a defect covered by this Limited Warranty, Sage, in its sole and exclusive discretion, will either repair or replace the Product that it deems or is proven to be defective, or refund all or a portion of the purchase price for the Product. In order to make a claim under this Limited Warranty, Purchaser must provide the original purchase receipt of the Product and must present a Limited Warranty Card. This Limited Warranty is valid only to the original purchaser of the Product and is NOT transferable. Disclaimer of Warranties and Limitation of Liabilitv The Limited Warranty is offered in lieu of all other implied or express warranties and all other liabilities of any kind. Sage disclaims all other express and implied warranties, including warranties of merchantability and fitness for a particular purpose. In addition, Sage shall have no liability, whether arising in contract, tort, or otherwise, for lost profits, loss of use, property damage, or any indirect, special, incidental or consequential damages, even if such liability arises from or is related to the negligence of Sage or its agents. In all cases, Sage's liability is limited to the remedies of repair, replacement or reimbursement described in the Limited Warranty above. Any legal action arising from claims against this Limited Warranty or otherwise against Sage shall be governed by and construed in accordance with the laws of the State of Oregon, and the exclusive forum fordisputes arising out of or relating to this Limited Warranty shall be the Marion County Circuit Court for the State of Oregon, and no other state of federal court_ Any party bringing a claim under the Limited Warranty or otherwise against Sage consents to jurisdiction of such court, waives any objection to venue, and further agrees that in the event of litigation such party shall, at its own expense, provide discovery and appear for depositions in Marion County, Oregon. This Limited Warranty may change periodically — call aur information line at 1-888-759-5488 or consult our website at wwvv.SkyLiftliardware,egm for current information. Correspondence may be sent to SkyLift Hardware, PO Box 13065, Salem, OR 97309. REV b 14'12 Mark Dodds, RE. Lyle Bridge P.O. Box 69603 Seattle, WA 98168 D Subject: Correlated Percolation Rate and Bearing Pressure Lyle Bridge New Residence 14032 35th Avenue South Tukwila, Washington Dear Mr. Bridge, Job Number 80301 April 11, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION This letter summarizes our analysis and geotechnical recommendations for the new infiltration system, and our geotechnical opinions regarding the bearing pressure for the new residential foundation to be built on the Bridge Property at 14032 35th Avenue South in Tukwila, Washington. Three test pits were excavated on site. Two test pits were located M the location of the new home and one test pit was excavated in the general area where the infiltration trench is to be located. The test pits excavated in the location of the proposed new home were excavated in the area of the previous structure. Soils conditions at these two locations were generally similar and revealed approximately one foot of variable Gravelly Silty Sandy FILL over gray to brownish -gray Gravelly Silty Sandy Glacial Till. The glacial till was dense. CORRECTION LTR# Our geotechnical recommendations for the proposed new footings are as follows: RECEIVED CITY OF T KWILA PO. Box 453 ■ Ki land, ixJA 98033 • TeL 206.8 16.4232 MAY 092018 PERMIT CENTER 1 MARK DODDS, P.E. Job Number 80301 April 11, 2018 Page 2 1) All new footings should be extended to dense competent glacial till or on properly inspected and tested structural fill built up from dense competent glacial till. Structural fill, if used, must consist of granular soils (with no gravel over 1 inch in diameter) that are compacted to a dense and unyielding condition and are placed at a minimum of 95% of Modified Proctor (ASTM D1557). 2) For footings placed as outlined above, we can confirm that the 2000 pounds per square foot (psf) assumed on Plan Sheet A-21, Foundation Note #6 is adequate. One test pit was excavated in the general area proposed for the infiltration trench. At this location the subsurface soils conditions consisted of 14 inches of gray Gravelly Silty Sandy FILL over reddish brown Silty Sand with some Gravel. The reddish brown soil was very moist and medium dense. This test pit was terminated at 3.5 feet below existing grades. The undersigned engineer inspected the test pit and took soil samples for further laboratory testing. Samples of the underlying soil were taken from 2.0 feet to 2.5 feet and from 3.0 feet to 3.5 feet below existing grades . These soil samples were taken to a soils testing laboratory and washed sieve gradation tests were conducted in conformance with ASTM C136 & ASTM 0117. These test results are attached to this letter as Plates 1 and 2. The test results were fairly consistent across the ranges of gravel, sand and silt for the reddish brown soil in the test hole. The soil would be classified as a Silty Sand with some Gravel and would generally be considered to have moderate long-term permeability and infiltration characteristics. MARK DODDS, P.E. Job Number 80301 April 11, 2018 Page 3 Our geotechnical engineering recommendations for Infiltration Trench Design on this project are: 1) Ensure that there is a minimum of one foot of reddish brown Silty Sandy soil below the bottom of the infiltration pipe. 2) Use a long-term design permeability rate of 1.5 inches per hour in design of the infiltration trench. We trust this letter provides the information you require. If there are any further questions, feel free to contact me directly at 206.375.9260. Thank you, ..1,....,-",•\;:',-As-144,....:410.4, lit it littit3 .-..- . , „....,„..) Mark Dodds, P.E. 206.375.9260 PERCENT FINER Particle Size Distribution Report 70 60 50 40 30 t3" 0.0 100 10 % Gravel Coarse Fine 2.3 21.2 GRAIN SIZE - mm. % Sand Coarse Medium Fine 21.2 24.3 Test Results (ASTM C 136 & ASTM C 117) Opening Percent Spec.` Pass? Size Finer (Percent) (X=Fail) 100.0 .75 97.7 .5 . 90.0 #4 76.5 #10 61.2 #40 40.0 1160 30.0 #80 24.4 #100 22.1 #200 15.7 (no specification provkted) Location: Tukwila 35th Avenue South Sample Number:, 18-054 Pepth; A.A.R. Testing Laborato .P_ % Fines Silt Material Description Red/Brown Sandy Silt w/ small gravel PL= 15.7 Atterberg Limits (ASTM D 4318) LL= Pl= Classification USCS (0 2487)= AASHTO (M 145)= Coefficients Dgp= 12.6683 085= 9.2887 D80= 1.8557 Dg6= 0.8706 D30= 0.2497 015` 010= Cu= Cc= Remarks Date Received: 3/27/2018 Tested By: Nick Averill Checked By: Nick Averill Title: Sr.,Lab Technician Clay Date Tested: 3/28/2018 Client: Mark Dodds Project: 2018 General Laboratory Testing Date Sampled: 3/27/2018 Project Nn: 18-282 Iii• u Particle Size Distribution Report 6 100 CC Z 60.. LL 1— Z w 40:j 0. 30 20 10 100 10 1 0.1 GRAIN SIZE - m +rSia Gravel % Sand %Coarse fine Coarse Medium 0,0 6.5 18,1 11,8 17.0 Test Results (ASTM C 136 & ASTM C 117) Opening Percent Spec' Pass? Size Finer (Percent) (X=Fait) l 100.0 75 93.5 .5 89.9 #4 75.4 #10 63.6 #40 46,6 #60 35.2 #80 28.0 #100 25.2 #200 17.5 0.01 0.001 Fine % Fines Silt 29.1 17.5 Material Description Red/Brown Sandy Silt wI small gravel PL= Atterberg_Limits (ASTM .0 4318) LL= P1= Classification USCS (0 2487)= AASHTO (M 145)= Coefcients 1390= 12.8994 D85= 8.4416_... Ci60= 1.3612 D5o= 0.5207 D30= 0:1992 D1S= D10= Cu= Cc= Remarks Ciay Date Received: 3/27/2018 Date Tested: 3/28/2018 Tested By: Nick Averill Checked By: Nick Averill Title: Sr Lab Technician (no specification pr svidrxl) Location: Tukwila 35th Avenue South Sam le.Nurrlber: 18-055 Depth; T.4Y-3 5' A.A.R. Client: Mark Dodds Testing Project: 2018 General laboratory Testing Laborator x .1t c Project NO: ..__18-2 2 Date Sampled: 3/27/2018 Figure ,. ritima WCE WELLER CONSULTING ENGINEERS, P.C. 2.1925 '8th Place W • 13 ithell, WA 98021 • Ph (425) 488 -9868 • fax :(425) 486"- 6715 • wcen s (c,,c»Encast.nc TO: City of Tukwila Building Department Building Official RE: The Bridge Residence A Steven Dona Architecture Plan Weller Consulting Engineers, P.C. Job 4 16-041 General Information Note: Please see attached review letter. 2. Please see attached ledger detail & revised architectural plans. February 8, 2018 6. Engineer has designed the structure using an assumed soil bearing pressure of 1500 psf. Thus., per 2015 I.B.C. no soil report is required. Please see attached revised retaining walls & revised architectural plans. 11. Please see attached details & revised architectural plans, REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION Mark F. Weller, P.E. President RECEIVED CITY OF TUKWILA CORRECTION b ��� FEB 12 2018 L R#� � PERMIT CENTER WC E WELLER CONSULTING ENGINEERS, P,C. 21925 8th. Place W • Bothell, WA 98021 • Ph (425) 488 -9868 • Fax (425) 486 - 6775 • wcengr@comcast.net TO: City of Tukwila Building Department Building Official RE: The Bridge Residence A Steven Dona Architecture Plan Weller Consulting Engineers, P.C. Job # 16-040 February 8, 2018 Pursuant to Washington State law, Chapter 196-23 WAC, I can only stamp plans prepared under my direct supervision, which this plan was not. In lieu of stamping the plans, I am providing a review letter stating that I have reviewed the attached plans & all of the engineering as described in the calculations has been placed on the plans properly. This plan has been designed with the following criteria Wind speed 110 mph — V ult Exposure B Seismic Category D Snow Load 25 psf I have reviewed the attached plans. They reflect the intent of the structural design as described in the calculations. Mark F. Weller, P.E. President WELLER CONSULTING ENGINEERS, P.C. WC 21925 8th Place W • Bothell, WA 98021 • Ph (425) 488 -9868 • Fax (425) 486 - 6715* wcengr®comcast.net FLOOR JOIST PER FLAN ---- EXTERIOR WALL (2) ROWS OF Y4" x 4 Y2" SDS SCREWS 0. 12" 0,0. 7-- 2 x 10 P.T. DECK JOIST W / LIJS28 HANGERS PER PLAN 1 OTT1Z, (4) REQ'D PER DECK, SPACED EVENLY Yu" LAG SCREW Vv'/ 3" MIN. PENETRATION, CENTER ON TOP PLATE PECK LEDGER DETAIL W C WELLER CONSULTING ENGINEERS, A.C. 21925 8th Place W • Bothell, WA 98021 * Ph (425) 488 -9868 * Fax (425) 486 - 6715 • wcengrcomcast:net NOTE: 5LA13.ON GRADE MUST f3E IN PLACE PRIOR TO FULL. DACKFILL OF WALL (2) # 4 TOP .#4016"0.C. -=14@10"0.C. 1,K" CLEAR # 4J.ca� 16" O.C. - (5) # 4 CONT. FOOTING DRAIN / 5;' _ / a':, is DETAIL Fn4 3" CLEAR VrV WELLER CONSULTING ENGINEERS, P.C. 21925 8th Place W • Bothell, WA 98021 0 Ph (425) 488 -9868 • Fax (425) 486 - 67150 wcengrAcomcastmet 4 NOTE: SLA' ON GRADE MUST t3E IN PLACE PRIOR TO FULL I3ACKFILL OF WALL • • .,...„. (2) # 4 'OP # 4 0)10" 0:C. # 4 10" 0.C. - 1/2" CLEAR. a 9. DETAIL FD5 4 et) 5 0,C. — (5) # 4 CONT, FOOTiNG DRAIN 3 CLEAR WELLER CONSULTING ENGINEERS, P.C. W CE 21925 8th Place W • Bothell, WA 98021 • Ph (425) 488 -9868 * Fax (425) 486 -6715. wcengr@comcast.net (2) 2 x 10 CEDAR (4)4" x 3" SOS SCREWS FRONT & ESACK, (Es) TOTAL REQUIRED 6 x 6 CEDAR FERGOLA BEAM CONNECTION 0 DECK DETAIL 4 x 10 CEDAR SCREWS FIER SKYLIFT MANUFACTURKER WS -E RISER SCREWS F'ER SKYLIFT MANUFACTURRER 1 ROOF SHEATHING EXTERIOR WALL PERGOLA 3EAM CONNECTION 0 HOUSE DETAIL WCE WELLER CONSULTING ENGINEERS, P.C. 21925 8th Place W • Bothell, WA 98021 • Ph t425) 488 -9868 • Fax (425) 486 - 6715. Weengr comcastnet x 6 CEDAR %" LAG SCREW, MIN, 4" PENETRATION EACH SIDE FERGOLA FOST DASE CONNECTION 0 PECK DETAIL STRUCTURAL DESIGN FOE, FOR THE BRIDGE RESIDENCE A STEVEN DONA ARCHITECTURE PLAN TUKWILA. WASHINGTON REVIEVVED FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 0 4 2018 PERMIT CENTER 0/11 01) 14 WELLER CONSULTING 21925 8TH PL W BOTHELL, WA 98021 (425) 488 - 9868 (425) 486 - 6715 FAX NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. 3 /rt 1,2 PROJECT NO. DATE PREPARED BY 16-041 03/10/17 Mark Weller, P.E. ti DESIGN CRITERIA PER THE 2015 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1613 Design Per ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure Base Shear: V = Cs * W Cs= Seismic Response Coefficient W = Effective Seismic Weight Site / Project Specific Design Values: Ss = 1.50 per USGS Site Class D (Default) R = 6.5 from Table 12.2-1 Cs = 0.1538 per Section 12.8.1.1 Si = 0.52 per USGS Seismic Design Category D Risk Category II from Table 1.5-1 Ie = 1.00 from Table 1.5-2 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-10 Section 28.6 Design Wind Pressure: Ps = X * Ie * KzT * PS30 where: a, = Exposure Factor KZT = Topographic Factor Ie = Importance Factor P530 = Base Design Pressure Site/Project Specific Values: Basic Wind Speed = 110 mph (V„ 11) X = 1.00 Exposure "B" (<30') "Urban Clustered Area" KZT = 1.00 Ie = 1.00 PS30 = see ASCE 7-10, Figure 28.6.1 STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans WOOD DESIGN per Section 2301, Allowable Strength Design, AF & PA SDPWS 2008 & AF & PA NDS 2012 when applicable; per 2308 Conventional Light -Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.9.1 ANCHOR BOLTS: 5/8" 0 x 10", A307 or better, w/ 7" min. Embedment. V = 1.6 x 860 = 1376 # / bolt CONCRETE DESIGN per Chapter 19 & ACI 318-11 Concrete: fe = 2500 psi Rebar: fy = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong -Tie Connectors or equal SHEAR WALL SCHEDULE (SEE ANSI / AF & PA SDPWS-2008 Table 4.3A & Section 4.3.3) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12" o.c. along intermediate framing members. SW -6 v = 350 pif 7/16" OSB, w/ 8d (0.131" 0) common nails @ 6" o.c. Anchorage (interior walls only) to SINGLE joist or blkg below: 16d (box) @ 4" o.c. SW -4 v = 560 plf 7/16" OSB, w/ 8d (0.131" 0) common nails @ 4" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 3" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW -3 v = 715 pif 7/16" OSB, w/ 8d (0.131" 0) common nails @ 3" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (box) @ 2" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d common nails with a full head, a shank diameter of 0.131", and a minimum penetration of 1.375". From Table 4.3A use 15/32; 8d values with a 0.93 reduction for Hem -Fir & 1.4 increase for wind. 16d @ 16" O.C. SHEAR WALL EDGE NAILING RIM JOIST LOCATE SHEATHING JOINT @ COMMON MEMBER SHEAR TRANSFER 0 EXTERIOR WALL DETAIL w U Lu Z 0 w c4 w Nom_ 6L co w N- 0 9 t CD >- 06 06 U_ 2 co M 0) SEISMIC BASE SHEAR: V = SEISMIC: PER ASCE 7-10 SECTION 12.8 Dead Loads: 4 11 N II 0- 4 - CL o O + + L.0 r r U- u_ CD CD U1 r- N- O) N r - II II K lL 0 CO CL 15 CLO T- 05 0) E w 0 L 0) 0. 10 I I O 0 (O M c U) O 1OC) O N 0 CO • X O LO N Si M 0) wT r • N O s O) j O 0) 2 TD 4- w O N O J W WIND: PER ASCE 7-10 SECTION 28.6.4 WIND: PER ASCE 7-10 SECTION 28.6 4t 4t 4k 4t 4t lt 0)C tt N N O) 0) 0 0) O (O M M 4t 4t 41 O O O N N M 0) II 11 11 II N II II II II 0) �0) (meq i/) (meq fes/) CO 0) 0- 0. 0_ 0_ 0. 0- 0_ 0_ O o LL LL 0)n co co Lo r - N M O O (q ▪ 0. 0 up 00 y C) 0 r LL u_ LL u_ CO CO N 0 11 O O .0 6 co 4i 15 LL u_ O O cO (n 10 O U1 Nt NY M 4t 4t 0 CI O OOO O OOO11) 0 000 O OOO 44)01 CO M CO CO CO CO CO 0) Cr) co co co co co co co 0) v vvv v vvv v v v v v vvv 11 11 N J2 Q ooOO < OD y Q a)COO Q OaOO ww 0 10- F - *t *t 4t 4t 4t 4t *t *t 4t 4t 4* 4t *t 4t qt 4t *t *t 4t Lc) v CIO Cr) .- 0 O O e- v 0) O CO CO r- O LC) 0 14) CO O) — 0) CO 0) CO h �t C() U) CO CO 0) Nt M CO N-- N CO ti N 00 N (0 0) ti 1C N CO N M v- Nt U) e- M 14) V- N M II 11 11 II Ire II II II II ILL II II II II Ire II II II II ILL 4- 4- 4- 4- U. 4- 4- 4- 4- Z 4- 4- 4- 4- LL 4- 4-- 4- 4- g (n (0 (/) 0) CO N (/) to LL N 0 (0 (0 ) (0 V) (1) (0 LL 0_ 0_ 0. 0_ 0. 0. 0_ 0. 0- 0. 0. 0. 0- 0_ 0_ 0_ d' - M N- -'t - CO ▪ — M u ▪ 4 • - M N- N s- y N ,- O N s- 9— N N.- ` @)©@)@DIY ©©@©ii! ©©0@)ce @ ©@@up. LL LL LL LL <0L_ LL LL LL C LL LL LL LL Rf IL LL LL LL C_ U) cococo5 CO(0 CO U) •i U) U) U) CO C co co U) U) 'R (0(4)NO F- O 000E (0u,CO 1-- 0 0100 E • O N N d r w aO cel (M CD y- (4) N !4 O O F- F- II II tr LL 4) U (0 N 0) lL I I LL U (0 .a C O - 4- SUMMARY: Seismic controls both levels, both directions. L► MAIN FLOOR SHEAR WALLS v cc Q 00 M I I (0 (0 a) cis a) L 0) L O) a) J a L O U (0 LL O CO Resisting Element CO O � oo O a✓ M 4 4 4 ti c— r O N •cr M 3- CO 4 17 co 0) to CO O N 0) 0) 0) 0) 0) O O M o CO O co co co co co o O co OO O 4- 4- Q Q (N (N M O CO 1- O (CO N LO (0 (9 0) 4- 4- 4- 400 (3) I,- ti �O c- CO O M M O M 00 CO CO CO O (0.0 CO (0 ..0 0) 0) M r front/ back: VR = H / W Seismic Redundancy Height Mor <0 iTs cis a) L a) c a) J Y U (0 m rn O L u_ a) J U 1- L O U (0 LL O (0 O O O O O 0) 0) N N u) O O LO O O 1,0 O �Y V N LO NY O O O N 3- 3- c- ,-- 13 cc 13 00000CS) O 3- M N CO V O O 414 4444 444* O O N o r- c0M M ti� N N O O CO M M_ 14) 414 4444'4444 NNCO CD 00)NO OON0) 14) 003 00) p c j N 00~ N- M 0) 0) 01 CO 0) 0) 0) 0) 0) 0) o M 0 0 M 0 M O M O M O M 00 't 000 00000 00 1-000 L�000 O r •-- r O r r r OO OMO1-- OOOO MM 0)00LC) , O CV Co 3- - N 3- 3-- O N O— N 0) 0) 0) (O O 0) ' O 0) (9(O 0) (O 0) 0) 4-. 4.- 4- 4.- V-. 4- 4- 4- 4- 4 - CL CL Q Q. Q Q. Q !Z Q 0) CO N N 0) 0) 0) 0) 0) 01 0) 0) O O O 00000 I� ti 'Cr CO N. O N- N O O O O OOMMO 00cj,_ ,r OOM00Nr (-O (0 .0 (0 .0 0 'a CO Q 0 "O N * * * * * 4 co 00 0) > N O co 0) 000 co co M 0) r 1 N M N CO CO N CO O N N m N m O O co J �N N J N M ti I- J !I- J z < I- _ �_ 0 m E- a) u_ f" J LL O J J 0 Q' 0 L 2 LOWER FLOOR SHEAR WALLS Resisting Element O L 0) a) 2 U L o) C O 1 LL a) J U_ F C- LC) LO M N r` 03 (O ti .1!!. CO co � r M 06 LO LO N • N *k *k 03 CO CO LO c- 0 o ao • O) O r - LO CO r r CO N O) M O • CO T CO O) O) O) O) O r O M r O 0 r r O) (O r O r (O 0) (0 co 4- 4- a. n. O) I's CNI N 00 O 0 0 ✓ r ' -- (O ✓ O co v- 4- n. o. (O N M M N I,- CO r r CO r O ti CO 03 (d Resisting Element 2 2 Q z z LO LO O LO LO LO LO ✓ o •cr 00) 0 LO N M N CD N r r N = = 4 = 4 = 44 4444 ON O O) t`• co M Tr cOO to -. ' 4= 555 4 4 4 4 3 0)0 M 0 O) r N O r co N LO O NLO 'cr I's 0) 0) 0 0 0) 0) 0 M O O ✓ r LOON O O m a) T N co ` O a)F— 0 r U U) front/ back: VMF = Length Shear a) 0 C O U 0. • Q. ✓ r ✓ pt' ▪ CO O co O M O M O CO O) 0 0 0 CO 0 0 0 O r r LO LO 0 0 N ti N O N O r N 0) (0 0) co 0) w % 4- 4- 0. CO CO CO (D CO CO 0 CO T-• r r N N LO LO LO r (O .0 a3 .fl U 'p p(00r- cr4 NONN > O0)O Z::"1 N r N co N O - co 0) LO T N m (O LO 0 0°3 0c° 0 0ce0 u 10 J r c- 1- F- J Cr 0 2 Q� p — Ola- a) �Z 0 ZCCCC L.L. u.O J JU Q' CO HORIZONTAL DIAPHRAGM SHEARS / LOAD PATH g7 d/ Wb mm 7# :75 b_ o/ \0 2c M o k /2 ®® §5 C 0-q 2a CD a ca �k LE wm ) ƒk k/ / e /® 0) // y\ // ccs O» ° c-- EO R =- 7 \ / k > > t - $ \ t 00 f i # e 7 /o�\� .,�\E/ \/o U®\\/ k20_ > U c @ � oo = - ./ co //f" ci/ ■CIo ���> U) 0$\2 •-T-CNI2 _ I I ., EL4% AX IAF/ ONcNC o „ .. > U. > > 0 C o c c ZOO 3� LL u_ @ -j 0 ■ 0 0 2 O P — 0 ..(/) ƒ (06 / . O @ § co kms' § 1 � -// to -o Oc ## b2 %E . \ M (0 Lq ■ - _ �/ z? Ec > 0 0 m x J _0 I/ // NM « • ,1 x - @ Ew f I ,1 $ b G� �2 * >%_ ii o CO (NI CO / /_ * f® a o MM o —mo ...E2 11 Oa Y II Z c 2 § ®k / & - = n r �< LLJ ��3/��?ik \\ 'J%/E�coco? -� W 2. / f A G o\ >O7p@72/O #k 2=®®`"oacm EEm-II #/$ M MO_<0W\2 Ems® f>2 W �NM#<o¥ AU > 2 IL: /�� F LI- -1 -ft e L.evegC�C 4 A,T1c: O1 BLOCK ROOF SHEATHING PANEL EDGES THIS AREA O2 PROVIDE CONTINUOUS SHEATHING UNDER OVERFRAMING TO WALL TOP PLATE O3 CS16 TO WALL BELOW ® HOLD BACK STUD TO ALLOW FOR CONTINUOUS SHEAR WALL SHEATHING NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW -6 U.N.O. MAIN FLOOR SHEAR WALLS sfl- LO s Tv. O T L 5 r L O LOCATE LSL JOIST OVER WALL, EXTEND SHEAR WALL SHEATHING & NAILING TO JOIST, SEE DETAIL B 0 ADD (4) A35 TO CORNER, SEE DETAIL C 0 HTT 5, SEE DETAIL D NOTE: ALL EXTERIOR WALLS TO BE SW -6 U.N.O. LOWER FLOOR SHEAR WALLS 1 0 h 1 BOILER •S 1-t tO, imp. Cto)2� [t R T7�-rT71 y 111111111 11111111 AIIII ___�_LL11J_Ll _1 r-M� S11-1/410 , DtA. r L I cda C TH 14-. - (2) e c•=a t3 f —1 1 L r - J 1 i z. 3 j1 L 0 PROVIDE CONTINUOUS FOOTING FOR SHEAR WALL ABOVE 0 PAB5 FOR HIT 5 ABOVE, SEE DETAIL D NOTE: USE 5/8" 0 ANCHOR BOLTS W% 3" x 3" x 1/4" WASHERS (a, 5'-0" O.C. U.N.O OA (5) 5/8" A.B. REQ'D FOUNDATION PLAN les r 4 -J J 4), c. s • S co S114,104 (fo) t.Gco.'� ca L.Lce, --cue. INC WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 DETAIL A TRUSSES PER PLAN 81 (0.131) @ 6" O.C. ROOF SHEATHING VENTED BLOCKING H1 @ 24" 0.C. EXTERIOR WALL 161@16"0.C. (FLAN VIEW) DETAIL C A35 PER PLAN 161 @ 16"O.C. 81 (0.131) @ 4" 0.C. JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. L $ OF L. L3 DETAIL 13 101 (0.148) @ 6" O.C. FLOOR SHEATHING LOCATE L5L JOIST OVER SHEAR WALL EXTEND SHEAR WALL SHEATHING 3" MIN ABOVE TOP PLATE, NAIL SHEATHING TO JOIST PER SHEAR WALL EDGE NAILING (2)2x_HF#2 STUDS HTT5 HOLDOWN PARS P.T. SILL PLATE DETAIL D FOOTING c5 141 DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF RAFTERS: 2 x 8 HF # 2 24" 0.C. NOTE: PROVIDE LSSU28 HANGERS A ALL FLUSH FRAMED ENDS RR1: 3x8CEDAR @24"O.C. ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2 X POST (a ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: (2) 2 x 10 HF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x10DF#2 H2: 3 1/8 x 16 1/2 GLB (24F -V4) H3: 5 1/8 x 12 GLB (24F -V4) H3A: 3 1/8 x 9 GLB (24F -V4) s Gt NZ BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. BI: 4x8DF#2 B2: 3 1/8 x 9 GLB (24F -V4) B3: 5 1/8 x 9 GLB (24F -V4) B4: 5 1/8 x 10 1/2 GLB (24F -V4) B5: 5 1/8 x 9 GLB (24F -V4) TBI: (2)2x10 CEDAR TB2: 4 x 10 CEDAR COLUMNS: C1: (3)2x4HF#2 C2: (2)2x6HF#2 C3: C4: C5: TC 1: TC2: 4 x 4 P.T. W/ AC4 & ABU44 6 x 6 CEDAR W/ AC6 TOP & BOTTOM 6x6CEDARW/AC6 6x6CEDAR "SKYLIFT" RISER BY OTHERS HANGERS: HGR1: HUCQ610 ROOF FRAMING PLAN ,- <3 <3 TC.2 --i►- R� rt-V.oe, ---- CZ n 1- T ..F 7c_t 1-7 F r h G2 ?c2 1I DESIGN LOADS: FLOOR DL = 25 PSF (RADIANT) LL = 40 PSF JOISTS: 11 7/8" TJI 110 (a7 16" O.C. NOTE: PROVIDE ITS HANGERS (a� ALL FLUSH FRAMED ENDS DECK JOISTS: 2 x 10 HF # 2 p 12" O.C. NOTE: PROVIDE LUS28 HANGERS (a7 ALL FLUSH FRAMED ENDS HEADERS: (2) 2 x 10 HF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H4: 5 1/8 x 13 1/2 GLB (24F -V4) H5: 3 1/8 x 9 GLB (24F -V4) BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. B6: 3 1/2 x 11 7/8 LSL B7: 3 1/2 x 11 7/8 LSL B8: 1 3/4x 11 7/8 LSL B9: 3 1/2 x 11 7/8 LSL B10: 1 3/4x 11 7/8 LSL B11: (2)2x10HF#2 B12: (2)2x10HF#2 B13: 5 1/8 x 10 1/2 GLB (24F -V4) P.T. COLUMNS: C2: (2)2x6HF#2 C3: 4 x 4 P.T. W/ AC4 & ABU44 C6: (4)2x6HF#2 C7: 6 x 6 P.T. W/ CCQ66 & CBSQ66 HANGERS: HGR2: HU11 HGR3: LUS210-2 NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS SCREWS @ 12" O.C. LEDGER TO RIM AT ALL DECK LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN C - (1) S d } C7( i- . toe. M BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE TYPICAL RAFTER Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 2x 8 HF #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= 0.06 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.5 ft 2.64 # 20 # 581 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 188 # 310 # 310 # 260 # L/ 792 L/>1000 Reaction 2 LL Reaction 2 TL 188 # 310 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.06 0.25 OK 23% Fv (psi) E (psi x mil 13.14 5.94 OK 45% 10.88. 2.26 OK 21% 0.11 0.38 OK 30% Fb (psi Fcl (psi) Reference Values 850 Adjusted Values 1173 150 173 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.15 1.00 1.00 1.15 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 50 Uniform TL: 80 = A Uniform Load A R1 = 310 R2 = 310 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. V3 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE GT1 (FOR REACTIONS ONLY) Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 5-1/8x 13-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 7.7 in2 R2= 7.7 in2 (1.5) DL Defl= 0.41 in Recom Camber= 0.62 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 18.0 ft 16.81 # 303 # 22551 '# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 3038 # 5011 # 5011 # 4385 # L/260 L/513 Reaction 2 LL Reaction 2 TL 3038 # 5011 # Section (in3) Shear (in2) TL Defl (in) LL Defl 155.67 98.05 OK 63% 69.19 23.83 OK 34% 0.83 0.90 OK 92% 0.42 0.60 OK 70% Fb (psi) Fv (psi) E (psi x mil) Fc1(psi) Reference Values 2400 Adjusted Values 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.00 1.15 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 338 Uniform TL: 540 = A Uniform Load A R1 = 5011 R2 = 5011 SPAN = 18 FT Uniform and partial uniform Toads are lbs per lineal ft. v¢ BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE TYPICAL HEADER Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 (2) 2x 10 HF #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 0.9 in2 R2= 0.9 in2 (1.5) DL Defl= 0.01 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft Reaction 1 LL 203 # Reaction 2 LL 6.74 # Reaction 1 TL 347 # Reaction 2 TL 44 # Maximum V 347 # 564'# Max V (Reduced) 265 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 203 # 347 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.78 6.29 OK 15% 27.75 2.30 OK 8% 0.02 0.33 OK 6% <0.01 0.22 OK 4% Fb (psi) Fv (psi) E (psi x mil) Reference Values 850 1.3 Adjusted Values 1075 1.3 1.00 1.00 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft 1.100 1.15 1.00 1.00 150 173 1.15 N/A Fc i (psi) 405 405 1.00 Uniform LL: 63 Uniform TL: 100 = A Uniform Load A Z\ R1 = 347 R2=347 SPAN = 6.5 FT Uniform and partial uniform Toads are lbs per lineal ft. Vs BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE H1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 4x 10 DF -L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 3.2 in2 R2= 3.2 in2 (1.5) DL Defl= 0.09 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.5 ft 7.87 # 67 # 4225 '# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 1222 # 1988 # 1988 # 1628 # L / 576 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1222 # 1988 # Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 40.83 OK 82% 32.38 11.80 OK 36% 0.18 0.43 OK 42% 0.09 0.28 OK 32% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Reference Values Adjusted Values 900 1242 180 207 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.15 1.15 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 288 Uniform TL: 460 = A Uniform Load A R1 = 1988 R2 = 1988 SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. V( BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE H2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 3-118x 16-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 7.0 int R2= 7.0 in2 (1.5) DL Defl= 0.26 in Recom Camber= 0.38 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 16.5 ft 12.53 # 207 # 18803'# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2784 # 4558 # 4558 # 3799 # L / 379 L / 742 Reaction 2 LL Reaction 2 TL 2784 # 4558 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.27 0.55 OK 49% E (psi x mil 141.80 81.75 OK 58% 51.56 20.64 OK 40% 0.52 0.83 OK 63% Fb (psi) Fv (psi) Fci. (psi Reference Values Adjusted Values 2400 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.15 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 338 Uniform TL: 540 = A Uniform Load A R1 = 4558 0 R2 = 4558 SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. v7 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE H3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 12/28/16 5-118x 12 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 6.2 in2 R2= 6.2 in2 (1.5) DL Defl= 0.17 in Recom Camber= 0.26 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 12.5 ft 14.94 # 187 # 12694 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2344 # 4062 # 4062 # 3412 # L/460 L/969 Reaction 2 LL Reaction 2 TL 2344 # 4062 # Section (in3) Shear (in2) TL Defl (in) LL Defl 123.00 55.19 OK 45% 61.50 18.54 OK 30% 0.33 0.63 OK 52% 0.15 0.42 OK 37% Fb (psi Fv (psi E (psi x mil Fc (psi) Reference Values Adjusted Values 2400 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.15 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 375 Uniform TL: 600 = A Par Unif TL Start End H = 35 H Uniform Load A R1 = 4062 Z\ R2 = 4062 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 12.5 VS BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE H3A Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 3-1/8x 9 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 4.4 in2 R2= 4.4 in2 (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft 6.83 # 44 # 6336 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1731 # 2838 # 2838 # 2428 # L / 522 L/>1000 Reaction 2 LL Reaction 2 TL 1731 # 2838 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.19 27.55 OK 65% 28.13 13.20 OK 47% 0.15 0.33 OK 46% 0.08 0.22 OK 35% Fb (psi) Fv (psi) E (psi x mil Fc (psi Reference Values Adjusted Values 2400 2760 240 276 1.8 1.8 650 650. Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.15 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 338 Uniform TL: 540 = A Point LL 1269 Pt loads: R1 = 2838 Point TL B = 2122 Distance 3.25 Uniform Load A R2 = 2838 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. vci BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 4x 8 DF -L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= 0.04 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.0 ft Reaction 1 LL 300 # Reaction 2 LL 6.17 # Reaction 1 TL 505 # Reaction 2 TL 49 # Maximum V 505 # 1009'# Max V (Reduced) 428 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 300 # 505 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.04 0.27 OK 15% E (psi x mil 30.66 9.00 OK 29% 25.38 3.10 OK 12% 0.08 0.40 OK 20% Fb (psi) Fv (psi) Fc.i_ (psi) Reference Values 900 Adjusted Values 1346 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.15 1.00 1.00 180 207 1.6 1.6 625 625 1.15 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 75 Uniform TL: 120 = A Uniform Load A R1 = 505 R2 = 505 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. V(� BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE B2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 3-1/8x 9 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.9 in2 R2= 2.9 in2 (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft 6.83 # 44 # 3099 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1178 # 1907 # 1907 # 1467 # L/951 L/>1000 Reaction 2 LL Reaction 2 TL 1178 # 1907 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.19 13.47 OK 32% 28.13 7.97 OK 28% 0.08 0.33 OK 25% 0.04 0.22 OK 20% Fb (psi) Fv (psi ) E (psi x mil Fc i (psi Reference Values Adjusted Values 2400 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.15 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 363 Uniform TL: 580 = A Uniform Load A R1 = 1907 R2 = 1907 SPAN = 6.5 FT Uniform and partial uniform Toads are lbs per lineal ft. V1 I BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 5-1/8x 9 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.4 in2 R2= 2.4 int (1.5) DL Defl= 0.21 in Recom Camber= 0.31 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.0 ft 11.21 # 157 # 5420 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 919 # 1548 # 1548 # 1383 # L/410 L/831 Reaction 2 LL Reaction 2 TL 919 # 1548 # Section (in3) Shear (in2) TL Defl (in) LL Defl 69.19 23.56 OK 34% 46.13 7.51 OK 16% 0.41 0.70 OK 59% 0.20 0.47 OK 43% Fb (psi) Fv (psi) E (psi x mil ) Fc (psi Reference Values 2400 Adjusted Values 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.00 1.15 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 131 Uniform TL: 210 = A Uniform Load A Z\ R1 = 1548 Z\ R2 = 1548 SPAN = 14 FT Uniform and partial uniform bads are lbs per lineal ft. V12 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 5-1/8x 10-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 3.3 in R2= 3.3 in2 (1.5) DL Defl= 0.18 in Recom Camber= 0.27 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.0 ft 13.08 # 183 # 7425 '# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 1269 # 2122 # 2122 # 1856 # L / 476 L / 956 Reaction 2 LL Reaction 2 TL 1269 # 2122 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.18 0.47 OK 38% E (psi x mil) 94.17 32.28 OK 34% 53.81 10.09 OK 19% 0.35 0.70 OK 50% Fb (psi Fv (psi) Fel. (psi) Reference Values Adjusted Values Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 2400 2760 240 276 1.8 1.8 650 650 1.000 1.15 1.00 1.15 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 181 Uniform TL: 290 = A Uniform Load A 0 R1 = 2122 R2 = 2122 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. V(3 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B5 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads ROOF FRAMING Date: 9/26/16 5-1/8x 9 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 1.8 int R2= 1.8 in2 (1.5) DL Defl= 0.28 in Recom Camber= 0.42 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.5 ft 11.21 # 163 # 7987 '# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 635 # 1142 # 1142 # 1134 # L/332 L / 707 Reaction 2 LL Reaction 2 TL 635 # 1142 # Section (in3) Shear (in2) TL Defl (in) LL Defl 69.19 34.73 OK 50% 46.13 6.16 OK 13% 0.52 0.73 OK 72% 0.25 0.48 OK 51% Fb (psi Fv (psi) E (psi x mil ) FcI (psi Reference Values 2400 Adjusted Values 2760 240 276 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.15 1.00 1.00 1.15 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Point LL Point TL Distance 1269 B = 2122 7.25 Pt Toads: R1 = 1142 B R2 —1142 SPAN = 14.5 FT Uniform and partial uniform Toads are lbs per lineal ft. VI+ • :e1 F O R T E 0 MEMBER REPORT Level, Floor: Joist PAS 1 piece(s) 11 7/8" TM® 110 @ 16" OC Overall Length: 15' 7" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. + 0 ; Design Result , ". Achial a Location;. ''Allowed 0 i•_, Result,'- , °TAF,,, 'Load: Combination (Pattem)1 , Member Reaction (lbs) 666 @ 2 1/2" 1041 (2.25") Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 650 @ 3 1/2" 1560 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2492 @ 7' 9 1/2" 3160 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Dell. (in) 0.217 @ 7' 9 1/2" 0.379 Passed (L/840) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.352 @ 7' 9 1/2" 0.758 Passed (11517) -- 1.0 D + 1.0 L (All Spans) T.) -Pro TM Rating 51 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 1 3/8" 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. • Deflectlon 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. • Additional considerations for the TJ -Pro"" Rating include: 1/2" Gypsum ceiling. —, Supports;, r-, , ! *f{ ' ` - i r Bearing Length _ ti. ¢¢ Loads to Supports (lbs) - Accessories++,, Total, Available Required ' r Dedai' FV've h, Totalr' 1 - Stud wall- SPF 3.50" 2.25" 1.75" 260 416 676 1 1/4" Rim Board 2 - Stud wall- SPF 3.50" 2.25" 1.75" 260 416 676 1 1/4" Rim Board • Rim Board is assumed to carry all Toads applied directly above it, bypassing the member being designed. r `4 i , , yea Loads 1 ; _, ", ` '::, • .; t r '-Lo fcation (Side) a - •.• ., , . ,Sparing.), r 1 Dead , ,4(0.90), • Floor Live . i; ` (1.00)' f ° '•' 4" •.; Comments - ., 1 - Uniform (PSF) 0 to 15' 7" 16" 25.0 40.0 Residential - Living Areas •Weyerhaeuser,Notesl ;r'_4 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.woodb ywy.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. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator. • Job Notes Mark Weller Weller Consulting Engineers, P.C. (425)468.9868 wcengr@comcast.net System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/29/2016 8:18:14 AM Forte v5.1, Design Engine: V6.5.1.1 Page 1 of 1 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE TYPICAL DECK JOIST Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 9/26/16 PT2x10 HF#2@12inoc Lu = 0.0 Ft NDS 2012, Repetitive Use, Incised Min Bearing Area R1= 0.9 in2 R2= 0.9 in2 (1.5) DL Defl= 0.11 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.0 ft 0# 0# 1225 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 280 # 350 # 350 # 311 # L/432 L / 595 Reaction 2 LL Reaction 2 TL 280 # 350 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.28 0.47 OK 61% E (psi x mil 21.39 17.09 OK 80% 13.88 3.89 OK 28% 0.39 0.70 OK 55% Fb (psi Fv (psi) Fc_l_ (psi) Reference Values 850 Adjusted Values 860 150 120 1.3 1.2 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Ci Incised 1.100 1.00 1.15 0.80 1.00 N/A 0.80 0.95 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 Uniform TL: 50 = A Uniform Load A R1 = 350 R2 = 350 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. Vl b BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE TYPICAL HEADER Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 (2) 2x 10 HF #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 3.9 in2 R2= 3.9 in2 (1.5) DL Defl= 0.06 in Beam Span 6.5 ft Reaction 1 LL 780 # Reaction 2 LL Beam Wt per ft 6.74 # Reaction 1 TL 1582 # Reaction 2 TL Bm Wt Included 44 # Maximum V 1582 # Max Moment 2571 '# Max V (Reduced) 1207 # TL Max Defl L / 240 TL Actual Defl L / 810 LL Max Defl L / 360 LL Actual Defl L / >1000 780 # 1582 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.78 32.99 OK 77% 27.75 12.07 OK 43% 0.10 0.33 OK 30% 0.04 0.22 OK 17% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Reference Values 850 Adjusted Values 935 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 390 = A Par Unif TL Start End H = 90 H Uniform Load A R1 = 1582 R2 = 1582 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 6.5 Vn BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE H4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 5-1/8x 13-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 9.4 in2 R2= 9.4 in2 (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 12.5 ft 16.81 # 210 # 19078 '# L/240 L/360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 3750 # 6105 # 6105 # 5006 # L/433 L/839 Reaction 2 LL Reaction 2 TL 3750 # 6105 # Section (in3) Shear (in2) TL Defl (in) LL Defl 0.18 0.42 OK 43% E (psi x mil 155.67 95.39 OK 61% 69.19 31.29 OK 45% 0.35 0.63 OK 55% Fb (psi) Fv (psi) Fc I (psi Reference Values Adjusted Values 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 320 Uniform TL: 520 = A Par Unif LL Par Unif TL 280 H = 350 1=90 Uniform Load A R1 = 6105 R2 = 6105 SPAN = 12.5 FT Uniform and partial uniform Toads are lbs per lineal ft. Start 0 0 End 12.5 12.5 vv, BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE H5 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 3-1/8x 9 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 4.2 in2 R2= 4.2 in2 (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Beam Span Beam Wtperft Bm Wt Included Max Moment. TL Max Defl LL Max Defl 6.5 ft 6.83 # 44 # 4420 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl L 1690 # 2720 # 2720 # 2092 # L / 648 / >1000 Reaction 2 LL Reaction 2 TL 1690 # 2720 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.19 22.10 OK 52% 28.13 13.08 OK 46% 0.12 0.33 OK 37% 0.06 0.22 OK 29% Fb (psi) Fv (psi) E (psi x mil Fc I (psi) Reference Values Adjusted Values 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 390 = A Par Unif LL Par Unif TL Start End 280 H = 350 1=90 H Uniform Load A R1 = 2720 R2 = 2720 SPAN = 6.5 FT Uniform and partial uniform Toads are lbs per lineal ft. 0 6.5 0 6.5 Vt9 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B6 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 3-112x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 (1.5) DL Defl= <0.01 in. Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 4.0 ft 10.97 # 44 # 1647 '# L/240 L / 360 Reaction 1 LL 1000 # Reaction 1 TL 1647 # Maximum V 1647 # Max V (Reduced) 832 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1000 # 1647 # Section (in3) Shear (in2) TL Defl (in) LL Defl 82.26 8.49 OK 10% 41.56 4.03 OK 10% 0.01 0.20 OK 4% <0.01 0.13 OK 3% Fb (psi) Fv (psi) E (psi x mil) Fci (psi) Reference Values 2325 Adjusted Values 2327 310 310 1.6 1.6 800 800 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.001 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 500 Uniform TL: 813 = A Uniform Load A R1 = 1647 R2 = 1647 SPAN = 4 FT Uniform and partial uniform Toads are lbs per lineal ft. vZ BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE B7 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.3 in2 R2= 2.3 in2 (1.5) DL Defl= 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.0 ft 10.97 # 77 # 3252 '# L / 240 L / 360 Reaction 1 LL 1120 # Reaction 1 TL 1858 # Maximum V 1858 # Max V (Reduced) 1333 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1120 # 1858 # Section (in3) Shear (in2) TL Defl (in) LL Defl 82.26 16.77 OK 20% 41.56 6.45 OK 16% 0.04 0.35 OK 13% 0.02 0.23 OK 9% Fb (psi Fv (psi) E (psi x mil ) Fc I (psi Reference Values 2325 Adjusted Values 2327 310 310 1.6 1.6 800 800. CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.001 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 320 Uniform TL: 520 = A Uniform Load A R1 = 1858 R2 = 1858 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. VLr BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE B8 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 1-3/4x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl= <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 4.5 ft 5.48 # 25 # 1166 '# L/240 L / 360 Reaction 1 LL 630 # Reaction 1 TL 1036 # Maximum V 1036 # Max V (Reduced) 580 # TL Actual Defl L/>1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 630 # 1036 # Section (in3) Shear (in2) TL Defl (in) LL Defl 41.13 6.01 OK 15% 20.78 2.81 OK 14% 0.01 0.23 OK 6% <0.01 0.15 OK 4% Fb (psi Fv (psi) E (psi x mil Fc I (psi Reference Values Adjusted Values 2325 2327 310 310 1.6 1.6 800 800 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.001 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 280 Uniform TL: 455 = A Uniform Load A Z\ R1 = 1036 R2 = 1036 SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B9 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 3-1/2x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 (1.5) DL Defl= <0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 4.0 ft 10.97 # 44 # 1712'# L/240 L / 360 Reaction 1 LL 1040 # Reaction 1 TL 1712 # Maximum V 1712 # Max V (Reduced) 865 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1040 # 1712 # Section (in3) Shear (in2) TL Defl (in) LL Defl 82.26 8.83 OK 11% 41.56 4.18 OK 10% 0.01 0.20 OK 4% <0.01 0.13 OK 3% Fb (psi) Fv (psi) E (psi x mil) Fc.i (psi) Reference Values 2325 Adjusted Values 2327 310 310 1.6 1.6 800 800 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.001 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 520 Uniform TL: 845 = A Uniform Load A Z\ R1 = 1712 R2 = 1712 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE B10 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 12/28/16 1-3/4x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 1.8 in2 R2= 0.9 in2 (1.5) DL Defl= 0.27 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 16.0 ft 5.48 # 88 # 3420 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 871 # 1470 # 1470 # 1401 # L / 365 L / 757 Reaction 2 LL Reaction 2 TL 399 # 693 # Section (in3) Shear (in2) TL Defl (in) LL Defl 41.13 17.64 OK 43% 20.78 6.78 OK 33% 0.53 0.80 OK 66% 0.25 0.53 OK 48% Fb (psi) Fv (psi) E (psi x mil) Fc 11 (psi) Reference Values Adjusted Values 2325 2327 310 310 1.6 1.6 800 800 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.001 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 Uniform TL: 65 = A Point LL Point TL Distance 630 B = 1036 2.0 Uniform Load A Pt loads: R1 = 1470 0 R2 = 693 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. V24, BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B11 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 9/26/16 PT (2) 2x 10 HF #2 Lu = 0.0 Ft NDS 2012, Incised Min Bearing Area R1= 0.5 in2 R2= 0.5 in2 (1.5) DL Defl= <0.01 in. Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 4.0 ft 6.74 # 27 # 213'# L/240 L / 360 Reaction 1 LL 160 # Reaction 1 TL 213 # Maximum V 213 # Max V (Reduced) 131 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 160 # 213 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.78 3.42 OK 8% 27.75 1.64 OK 6% 0.00 0.20 OK 1% <0.01 0.13 OK 1% Fb (psi Fv (psi) E (psi x mil Fc ! (psi) Reference Values 850 Adjusted Values 748 150 120 1.3 1.2 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Ci Incised 1.100 1.00 1.00 0.80 1.00 N/A 0.80 0.95 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 80 Uniform TL: 100 = A Uniform Load A R1 = 213 R2 = 213 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. uzsi BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA / BRIDGE B12 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 9/26/16 (2) 2x 10 HF #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 1.4 int R2= 1.1 in2 (1.5) DL Defl= 0.11 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.0 ft 6.74 # 94 # 1791 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 400 # 557 # 557 # 513 # L / 586 L / 934 Reaction 2 LL Reaction 2 TL 320 # 450 # Section (in3) Shear (in2) TL Defl (in) LL Defl 42.78 22.99 OK 54% 27.75 5.13 OK 18% 0.29 0.70 OK 41% 0.18 0.47 OK 39% Fb (psi) Fv (psi E (psi x mil) Fc I (psi) Reference Values 850 Adjusted Values 935 150 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 Uniform TL: 50 = A Point LL Point TL Distance 160 Pt Toads: R1 = 557 B = 213 3.5 Uniform Load A B R2 —450 SPAN = 14 FT Uniform and partial uniform Toads are lbs per lineal ft. V06 BeamChek v2016 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 DONA/ BRIDGE B13 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads MAIN FLOOR FRAMING Date: 9/26/16 PT 5-1/8x 10-1/2 GLB 24F -V4 DF/DF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 4.0 in2 R2= 4.0 int (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in Beam Span Beam Wtperft Bm Wt Included Max Moment TL Max Defl LL Max Defl 14.5 ft 13.08 # 190 # 9542 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2030 # 2632 # 2632 # 2315 # L / 385 L / 557 Reaction 2 LL Reaction 2 TL 2030 # 2632 # Section (in3) Shear (in2) TL Defl (in) LL Defl 94.17 47.71 OK 51% 53.81 14.47 OK 27% 0.45 0.73 OK 62% 0.31 0.48 OK 65% Fb (psi) Fv (psi) E (psi x mil) Fci (psi Reference Values Adjusted Values 2400 2400 240 240 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 280 Uniform TL: 350 = A Uniform Load A R1 = 2632 R2 = 2632 SPAN = 14.5 FT Uniform and partial uniform Toads are lbs per lineal ft. vZ7 r E L L L_ r J r L_ 1 SPREAD FOOTING SCHEDULE WIDTH DEPTH REINFORCEMENT 24 2' - 0" 10" (3) # 4 EACH WAY 30 2' - 6" 10" (3) # 4 EACH WAY 36 3' - 0" 10" (4) # 4 EACH WAY FOUNDATION PLAN J r- ---J --1 FbS r I I—'1 1 i I I I 1 t .I + L. _1 2Cr { J L L 30 LJ 30 F=b2., 1"e. L LJ_ r-1 LTJ z4. L J (1 WELLER CONSULTING W C ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 (2) # 4 TOf' #4@16" O.C. CENTER IN WALL, ALT. BENDS #4@10"O.C. (2) # 4 CONT. FOOTING DRAIN 44 8" 14" 3" CLEAR DETAIL FD1 JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. F2- OF DETAIL FD2 WELLER CONSULTING VV C ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 (OPTION 1) J( (OPTION 2) DETAIL FD3 JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. F3 OF WC WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 z in NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO FULL BACKFILL OF WALL 0 u o w ,o0 JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. OF (2) # 4 TOP #4@16"O.C. # 4 @ 10" O.C. 1/2- CLEAR #4J@16"O.C. 8" 8• DETAIL FD4 (3) # 4 CONT. FOOTING DRAIN 3" CLEAR INC WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO FULL BACKFILL OF WALL JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. (=5 OF 4 z 0 0) 4 4 • • a • • 2'-4" J( s DETAIL FPS 10" (2) # 4 TOP # 4 @ 10" 0.C. #4@10"0.C. 1 Y2 CLEAR #4J@5"0.C. (5) # 4 CONT. FOOTING DRAIN 3" CLEAR INC WELLER CONSULTING ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO FULL BACKFILL OF WALL z JOB NAME DONA / BRIDGE JOB NUMBER 16-041 PREPARED BY MW DATE 9 / 26 / 16 SHEET NO. OF d a • • a • • (2) # 4 TOP GARAGE SLAB a 3'-8" (NTS) au J( DETAIL FDO 10" #4@9"0.C. #4@10"0.C. 1 Y2" CLEAR #51@9"0.C. (GRADE 60) (7) # 4 CONT. FOOTING DRAIN 3" CLEAR • CANTILEVERED RETAINING WALL DESIGN W / BASE SLAB DESIGN CRITERIA EFP = 35 pcf Equivalent Fluid Pressure fe = 2500 psi Strength of Concrete fy = 40 ksi Strength of Reinforcement d = 6 in. Depth (to reinforcement) h' = 9.0 ft Height Of Equivalent Fluid Above Footing WALL / FOOTING DIMENSIONS WTH = 0.67 ft Wall Thickness FTH = 0.83 ft Footing Thickness LT = 2.33 ft Length of Toe LH = 0.83 ft Length of Heel RETAINING WALL DESIGN PROPERTIES WW = 900 # Weight Of Wall WF = 476 # Weight Of Footing Ws = 896 # Weight Of Soil On Heel (120 pcf) WTOT = 2,273 # Total Weight On Soil FH = 1,418 # Total Horizontal Force MOT = 4,253 # - ft Overturning Moment MR = 6,369 # - ft Resisting Moment x = 0.93 ft Location Of Resultant Force MU = FS = SBRNG = 7.23 k - ft Ultimate Moment For Concrete Design 1.50 Factor Of Safety Against Overturning 1,628 # / ft2 Soil Bearing Pressure => As(REQD) = 0.48 in2 # 4 @ 5" o.c. AS(REQD) = 0.24 in2 # 4 @ 10" o.c. For h' < 6'-9" CALCULATION FOR FD5 4 CANTILEVERED RETAINING WALL DESIGN' W / BASE SLAB DESIGN CRITERIA EFP = 35 pcf Equivalent Fluid Pressure f = 2500 psi Strength of Concrete fy = 40 ksi Strength of Reinforcement d = 6 in. Depth (to reinforcement) h' = 5.58 ft Height Of Equivalent Fluid Above Footing WALL / FOOTING DIMENSIONS WTH = 0.67 ft Wall Thickness FTH = 0.83 ft Footing Thickness LT = 0.67 ft Length of Toe LH = 0.67 ft Length of Heel RETAINING WALL DESIGN PROPERTIES Ww = 559 # Weight Of Wall WF = 250 # Weight Of Footing Ws = 449 # Weight Of Soil On Heel (120 pcf) WTOT = 1,257 # Total Weight On Soil FH = 546 # Total Horizontal Force MOT = 1,015 # - ft Overturning Moment MR = 1,562 # - ft Resisting Moment x = 0.43 ft Location Of Resultant Force Mu = 1.73 k - ft Ultimate Moment For Concrete Design FS = 1.54 Factor Of Safety Against Overturning SBRNG = 1,928 # / ft2 Soil Bearing Pressure => As(REQ'D) = 0.15 in2 # 4 @ 16" o.c. CALCULATION FOR FD4 FR CANTILEVERED RETAINING WALL DESIGN W / BASE SLAB & 50 PSF VEHICLE SURCHARGE DESIGN CRITERIA EFP = 35 pcf Equivalent Fluid Pressure fc = 2500 psi Strength of Concrete fy = 40 ksi Strength of Reinforcement (#4 bar) fy = 60 ksi Strength of Reinforcement (#5 bar) d = 6 in. Depth (to reinforcement) h' = 9.0 ft Height Of Equivalent Fluid Above Footing WALL / FOOTING DIMENSIONS WTH = 0.67 ft Wall Thickness FTH = 0.83 ft Footing Thickness LT = 3.67 ft Length of Toe LH = 0.83 ft Length of Heel RETAINING WALL DESIGN PROPERTIES WW = 900 # Weight Of Wall WF = 643 # Weight Of Footing Ws = 938 # Weight Of Soil On Heel (120 pcf) WTOT = 2,482 # Total Weight On Soil FH = 1,868 # Total Horizontal Force MOT = 6,278 # - ft Overturning Moment MR = 9,724 # - ft Resisting Moment x = 1.39 ft Location Of Resultant Force MU = 10.67 k - ft Ultimate Moment For Concrete Design FS = 1.55 Factor Of Safety Against Overturning SBRNG = 1,191 # / ft2 Soil Bearing Pressure => AsQ.D) = 0.47 in2 # 5 @ 9" o.c. As QD) = 0.27 in2 # 4 @ 9" o.c. For h' < 5'-10" CALCULATION FOR FD6 Job Truss 8180347 GE01 Truss Type Common Structural Gable Qty 1 PIy 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:54:57 2018 Page 1 ID:NhIOyGNTROEgb9x1_cNUOzrRND-rus09bN5CiMXDJWDXi8c1 D8ozg_ziOQfHyfFU4zrRNC -1-6-0 5-3-4 10-0-0 14-8-12 20-0-0 21-6-0 el NI 1-6-0 43 5-3-4 T 6.00 12 ST 3 T3 I .T5 4-8-12 / T 4\ utl .T M „ 4x4 = 4 w.. ST 4-8-12 . ,� ` / W 45 l .T I WWII bR ST4 -r�f�-.!`•�S; ST ST3 I i 5-3-4 1-6-0 Scale = 1:36.5 ar.1- ' 501 46 T ST1 \\l 3x4 = 3x8 = 3x4 = 18 17 16 15 14 12 11 10 9 8 6-10-0 10-0-0 13-2-0 20-0-0 6-10-0 3-2-0 3-2-0 6-10-0 Plate Offsets (X,Y)-- [19:0-1-15,0-0-12],[23:0-1-15,0-0-12], [26:0-1-15,0-0-12], [31:0-1-15,0-0-12], [37:0-1-15,0-0-12], [39:0-1-15,0-0-12] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.25 BC 0.40 WB 0.17 Matrix -SH DEFL. in (loc) I/defl L/d Vert(LL) -0.04 13 >999 240 Vert(CT) -0.05 13 >999 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. N. A8 oeanngs r-1-8 except (pt= length) 14=0-3-8, 12=0-3-8. (Ib) - Max Horz 2=-69(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 17, 18, 9, 8, 14, 12 except 2=-122(LC 12), 6=-125(LC 13), 15=-172(LC 1), 11=-172(LC 1) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 11, 10, 9, 8 except 2=641(LC 1), 6=641(LC 1), 14=278(LC 1), 12=278(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-43=-989/189, 3-43=-914/200, 3-44=-634/137, 4-44=-559/153, 4-45=-559/155, 5-45=-634/138, 5-46=-914/199, 6-46=-989/188 BOT CHORD 2-18=-171/815, 17-18=-171/815, 16-17=-171/815, 15-16=-171/815, 14-15=-171/815, 13-14=-171/815, 12-13=-130/81 11-12=-130/815, 10-11=-130/815, 9-10=-130/815, 8-9=-130/815, 6-8=-130/815 WEBS 5-13=-372/154, 3-13=-372/154 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MW (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 10-0-0, Exterior(2) 10-0-0 to 13-7-3 zone; cantile left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 17, 18, 9, 8, 14, 12 except (jt=lb) 2=122, 6=125, 15=172, 11=172. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila RBUILDING DIVISION LOAD CASE(S) Standard Q(7%. 03' -IH CORRECTION RECEIVEr CITY OF 1 UKWILA MAY 092018 PERMIT CENTER Job Truss B180347 GEO2 Truss Type Common Structural Gable Qty 1 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:00 2018 Page 1 I D:NhI OyGNTROEgb9x 1 _cNUOzrRN D-FTYXndQzUdk64mFooghJfsmFzu?EvOE5zvuv5PzrRN9 -1-6-0 6-3-4 i 12-0-0 17-8-12 24-0-0 25-6-0 1-6-0 46 ST 6-3-4 6.00 FIT T11 T C ST: 1 T 5-8-12 7 T 1 /---- [ ST ST T 4x4 ST ST 10 I = 4 El 11 ST10 5-8-12 T9 _ 48 S ST ST' wt 1 -,,, \ T8 T2 6-3-4 I 1-6-0 � Scale = 1:42.8 A 49 •T '\ � m m r, A m i35 �Y 7 C 12 50 51 1 IC0 •• ••�••••• 11 3x4 = 3x4 = 3x4 = 3x4 = I 109 8 8-2-3 15-9-13 19-10-0 24-0-0 8-2-3 7-7-11 4-0-3 4-2-0 Plate Offsets (X,Y)-- 2:0-1-0,Edge], [4:0-2-0,0-0-0], [6:0-1-0,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.39 BC 0.50 WB 0.10 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.14 11-12 >999 240 Vert(CT) -0.22 11-12 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 167 Ib FT = 0% LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 __ -------- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . All bearings 4-5-8 except Qt= length) 2=0-5-8, 10=0-3-8. (Ib)- Max Horz2=81(LC 16) Max Uplift All uplift 100 Ib or less at joint(s) 8, 10 except 2=-101(LC 12), 6=-106(LC 13), 9=-534(LC 1) Max Gray All reactions 250 Ib or less at joint(s) 9, 8 except 2=1035(LC 1), 6=897(LC 1), 10=547(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-46=-1591/121, 3-46=-1512/142, 3-47=-1382/140, 4-47=-1290/153, 4-48=-1221/168, 5-48=-1313/151, 5-49=-1438/157, 6-49=-1527/139 BOT CHORD 2-12=-127/1338, 12-50=-18/873, 50-51=-18/873, 11-51=-18/873, 10-11=-83/1283, 9-10=-83/1283, 8-9=-83/1283, 6-8=-83/1283 WEBS 4-11=-77/444, 5-11=-369/154, 4-12=-56/536, 3-12=-360/148 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10 except (jt=1b) 2=101, 6=106, 9=534. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 8180347 Truss GE03 Truss Type Common Supported Gable Louws Truss, Inc., Femdale, WA 98248 -1-6-0 1-6-0 9-0-0 6.00 12 9-0-0 Qty 1 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:02 2018 Page 1 I D: Nh IOyGNTROEgb9x 1 _cNUOzrRN D-BrgH CJREOE_gJ4PAKFjnkHsfYhnn NJxOQDNO9HzrRN7 18-0-0 19-6-0 9-0-0 1-6-0 4x4 = 10 29 11 12 Scale = t33.3 24 23 22 21 20 19 18 17 16 18-0-0 3x4 = 18-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.13 BC 0.04 WB 0.03 Matrix -SH DEFL. in (loc) I/defl L/d Vert(LL) -0.01 15 n/r 120 Vert(CT) -0.01 15 n/r 90 Horz(CT) 0.00 14 n/a n/a PLATES GRIP MT20 220/195 Weight: 93 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 18-0-0. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib) - Max Horz 2=63(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 22, 23, 24, 25, 27, 20, 19, 18, 17, 16, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 21, 22, 23, 24, 25, 27, 20, 19, 18, 17, 16, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Corner(3) -1-6-0 to 2-4-0, Exterior(2) 2-4-0 to 9-0-0, Corner(3) 9-0-0 to 12-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 23, 24, 25, 27, 20, 19, 18, 17, 16, 14. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss B180347 GE04 Truss Type Common Supported Gable Qty 1 Ply Louws Truss, Inc., Ferndale, WA 98248 -1-6-0 1-6-0 6.00 FIT 4 DUNN - BRIDGE RESIDENCE Job Reference (optional) 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:04 2018 Page 1 ID: NhIOyGNTROEgb9x1_cNUOzrRND-8En2d?TUYsEYYOYZSgmFpix?1 VTBrDahuXs7EAzrRN5 7-6-0 15-0-0 16-6-0 i 7-6-0 7-6-0 1-6-0 23 4x4 = 2 10 T5 ST4 -AX7 ?QQVQ X 7cxx cx Scale = 1:28.6 11 fy fl \ j 12 � lv 3x4 — 22 21 20 19 18 17 16 15 14 3x4 — 15-0-0 15-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.13 BC 0.05 WB 0.02 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.01 13 n/r 120 Vert(CT) -0.01 13 n/r 90 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 220/195 Weight: 73 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=-54(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Corner(3) -1-6-0 to 2-2-0, Exterior(2) 2-2-0 to 7-6-0, Corner(3) 7-6-0 to 11-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss .8180347 GE05 Truss Type Common Supported Gable Qty 1 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:07 2018 Page 1 I D: Nh IOyGNTROEg b9x1_cNUOzrRND-YpTAFOVMrmd6QrH87oJyRKZWHiVh2ZV7aV4nrVzrRN2 13-6-0i 27-0-0 28-6-0 1. ^ 3T i q/ 5 13-6-0 6.00 riy 8 /' T. 8 ' ° T7 •- �' ST' 4x4 /\ / ST - = 11 \� ST: 12 13 \ 45\ n 5 13-6-0 15 T2 \ T 6 \7 T ST4 ST 1 1-6-0 Scale = 1:46.7 5x6 -� 9 46 20 2 1.1 W T3 21 re w -.... u �Z�' _ \ :2 IY o1 . . 11 PAIL 3x4 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 5x6 = 27-0-0 27-0-0 Plate Offsets (X,Y)-- [19:0-3-0,0-3-0],[34:0-3-0,0-0-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.13 BC 0.06 WB 0.07 Matrix -SH DEFL. in (roc) 1/deft L/d Vert(LL) -0.01 22 n/r 120 Vert(CT) -0.01 22 n/r 90 Horz(CT) 0.00 21 n/a n/a PLATES GRIP MT20 220/195 Weight: 168 Ib FT = 0% LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 __ _ l MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. N. HII oeanngs Z/ -U -U. (Ib) - Max Horz 1=-98(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 1, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23, 21 Max Gray All reactions 250 Ib or less at joint(s) 1, 32, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23, 21 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) automatic zone and C -C Corner(3) 0-0-0 to 3-7-3, Exterior(2) 3-7-3 to 13-6-0, Corner(3) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 33, 35, 36, 37, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23, 21. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss B18O347 GEO6 Truss Type Common Supported Gable Qty 1 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Ferndale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:11 2018 Page 1 ID:Nh IOyGNTROEgb9x 1 _cNUOzrRND-Raih5OYty?7YuTbvMeOubAjEpKsGzNXjV72_GzrRN_ 13-6-0 27-0-0 2 4 42 T2 T8 13-6-0 6.00 FT 6T1 T4 7 T 8 9 43 10 T: 4x4 ST T: = 11 10 ST: 12 ST: 13 'I/ 14 13-6-0 15 T. 16 • 7 17 T4 gT• 18 45 19 _6 (I, Scale = 1:46.6 20 �. \21 i I o 3x4 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 5x6 = 27-0-0 27-0-0 Plate Offsets (X,Y)-- [33:0-3-0,0-0-4] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.03 BC 0.02 WB 0.07 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 21 n/a n/a PLATES GRIP MT20 220/195 Weight: 165 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 __ __ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. N. All Deanngs Z/ -U -U. (Ib) - Max Horz 1=81(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22 Max Gray All reactions 250 Ib or less at joint(s) 1, 21, 31, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Corner(3) 0-0-0 to 3-7-3, Exterior(2) 3-7-3 to 13-6-0, Corner(3) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 32, 34, 35, 36, 37, 38, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 22. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss 8180347 SO1 Louws Truss, Inc., Femdale, WA 98248 O 7-0-15 Truss Type Qty Ply DUNN - BRIDGE RESIDENCE Scissor 10 1 Job Reference (optional) . 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:13 2018 Page 1 I D: Nh IOyGNTROEgb9x1 _cNUOzrRN D-NzgRW4a7QcNG8mkIT3QMhbpO57LvR8D0yRX519zrRMy 13-6-0 19-11-1 27-0-0 , 28-6-0 6-5-1 6-5-1 7-0-15 ' 1-6-0 7-0-15 4x4 = Scale = 1:46.3 7-0-15 13-6-0 19-11-1 27-0-0 7-0-15 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 6-5-1 6-5-1 7-0-15 CSI. TC 0.82 BC 0.84 WB 0.63 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.30 8-9 >999 240 Vert(CT) -0.50 8-9 >635 180 Horz(CT) 0.36 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 107 Ib FT = 0% REACTIONS. (lb/size) 1=1058/0-5-8 (min. 0-1-8), 6=1176/0-5-8 (min. 0-1-8) Max Horz 1=-97(LC 13) Max Upliftl=-78(LC 12), 6=-106(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-3430/248, 2-11=-3322/262, 2-12=-2367/123, 3-12=-2266/144, 3-13=-2266/132, 4-13=-2285/118, 4-5=-2366/110, 5-14=-3297/199, 6-14=-3393/175 BOT CHORD 1-10=-263/3058, 9-10=-262/3052, 8-9=-126/3015, 6-8=-126/3018 WEBS 3-9=-25/1653, 5-9=-949/227, 5-8=0/261, 2-9=-985/231, 2-10=0/264 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 13-6-0, Exterior(2) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 6=106. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss B180347 SO2 Louws Truss, Inc., Femdale, WA 98248 7-0-15 Truss Type Scissor 7-0-15 Qty 7 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (ptional) 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:14 2018 Page 1 ID:NhIOyGNTROEgb9x1_cNUOzrRND-r9OgjPbIBwV71wJU1 mxbDpLZoXh6AbT9B5HfabzrRM. 13-6-0 19-11-1 27-0-0 6-5-1 6-5-1 7-0-15 4x4 = 3x6 7-0-15 13-6-0 12 27-0-0 Scale= 1:44. 5 3x6 7-0-15 6-5-1 6-5-1 7-0-15 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 0.82 BC 0.84 WB 0.63 Matrix -SH DEFL. in (loc) 1/deft L/d Vert(LL) -0.30 7 >999 240 Vert(CT) -0.50 6-7 >634 180 Horz(CT) 0.36 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 105 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 1=1062/0-5-8 (min. 0-1-8), 5=1062/0-5-8 (min. 0-1-8) Max Harz 1=-82(LC 17) Max Upliftl=-78(LC 12), 5=-78(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-3445/256, 2-9=-3337/271, 2-10=-2381/138, 3-10=-2280/159, 3-11=-2280/158, 4-11=-2381/137, 4-12=-3337/233, 5-12=-3445/218 BOT CHORD 1-8=-279/3071, 7-8=-278/3065, 6-7=-158/3065, 5-6=-158/3071 WEBS 3-7=-34/1668, 4-7=-985/237, 4-6=0/264, 2-7=-985/230, 2-8=0/264 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 13-6-0, Exterior(2) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss *8180347 TO1 Truss Type Common Qty 5 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Ferndale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:16 2018 Page 1 ID: NhIOyGNTROEgb9x1 _cNUOzrRND-nYW a85c0jXlr?ETt9Bz3I EROTLPAec8SePmleTzrRMv -1-6-0 � 5-3-4 10-0-0 14-8-12 20-0-0 21-6-0 1-6-0 5-3-4 4-8-12 4x4 6.00121.5x4 ,.-10 j/ T. \\ 2 I 4-8-12 5-3-4 1-6-0---1 = Scale = 1:36.5 4 1 - \ .5x4% W2 71.\ 12 / \\ ,, , B1 _ B1 to I,-.,8 3x4 — l 5x8 = 3x4 — 10-0-0l 20-0-0 10-0-0 10-0-0 1 Plate Offsets (X,Y)-- [2:0-0-8,Edgy,J6:0-0-8,Edg ] j8:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.68 WB 0.17 Matrix -SH DEFL. in (loc) I/def L/d Vert(LL) -0.15 2-8 >999 240 Vert(CT) -0.27 2-8 >858 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 __ __ _ _ 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (Ib/size) 2=892/0-5-8 (min. 0-1-8), 6=892/0-5-8 (min. 0-1-8 Max Horz 2=-69(LC 13) Max Uplift2=-85(LC 12), 6=-85(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1299/112, 3-9=-1237/129, 3-10=-952/79, 4-10=-874/93, 4-11=-874/93, 5-11=-952/79, 5-12=-1237/129, 6-12=-1299/111 BOT CHORD 2-8=-107/1092, 6-8=-62/1092 WEBS 4-8=0/503, 5-8=-370/138, 3-8=-370/137 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 10-0-0, Exterior(2) 10-0-0 to 13-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is tthe responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss • 3180347 T02 Truss Type Common Qty 14 Ply 1 8.010 s DUNN - BRIDGE RESIDENCE Job Reference o.tional) Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:18 2018 Page 1 D-jwdKZneGF9?ZEXd FGc0XOf W KN88o6Xj16jFsjMzrRMt 24-0-0 25-6-0 Louws 4 Truss, Inc., Femdale, WA 98248 -1-6-0 6-3-4 I D:NhIOyGNTROEgb9x1_cNUOzrRN 12-0-0 17-8-12 1-6-0 11 6-3-4 6.00 12 1.5x4 \\ 3 F W1 1 5-8-12 5-8-12 4x4 = 4 12 13 / 2 6-3-4 1-6-0 Scale = 1:42.8 1.5x4 / 5 �j\\Tm W1 \�\�\\ 14 B2 o' \yJl it _ _. ® 3x4 = 8-2-3 10 9 15 16 8 �= 3x4 = 3x4 = 3x4 = 3x4 = 15-9-13� 24-0-0 8-2-3 7-7-11 8-2-3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.40 BC 0.47 WB 0.10 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.13 8-10 >999 240 Vert(CT) -0.18 8-10 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 102 Ib FT = 0% LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 -- ^_ _ BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied oro -7-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (Ib/size) 2=1052/0-5-8 (min. 0-1-8), 6=1052/0-5-8 (min. 0 -1 - Max Horz 2=-81(LC 13) Max Uplift2=-97(LC 12), 6=-97(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1623/111, 3-11=-1545/132, 3-12=-1414/129, 4-12=-1322/143, 4-13=-1322/143, 5-13=-1414/129, 5-14=-1545/132, 6-14=-1623/111 BOT CHORD 2-10=-120/1367, 9-10=-10/912, 9-15=-10/912, 15-16=-10/912, 8-16=-10/912, 6-8=-60/1367 WEBS 4-8=-59/521, 5-8=-361/147, 4-10=-59/521, 3-10=-361/147 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp 8; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss • 3180347 T03 Truss Type Common Qty 2 1 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (option Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:20 2018 Page 1 kznFzrRMr 24-0-0 Louws d vi Truss, Inc., Femdale, WA 98248 -1-6-0 6-3-4 12-0-0 8.010 s ID:NhIOyGNTROEgb9x1_cNUOzrRND-gJ15_TfWnmFGTmeO12?T4bgRygyaR92Z1 17-8-12 1-6-0 6-3-4 6.00 12 1.5x4 \\ 3 10 �1 2 01 5-8-12 11 I 5-8-12 4x4 = 4 �� 12 1.5x4 ,�2� 2 1 6-3-4 Scale = 1:40.7 1/ 13 �� � 6 � jv N-" V/ 3x4 = 24-0-0 - �; I fl 14 = Bz 15 7 3z4 = 15-9-13 1 3x4 = 8-2-3 9 3x4 = B 3x4 8-2-3 7-7-11 8-2-3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.43 BC 0.49 WB 0.10 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.12 7-9 >999 240 Vert(CT) -0.18 6-7 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 100 Ib FT = 0% LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 __ __ _ _ BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (Inisize ) 6=636/0-5-8 (min. 0-1-8), 2=11756/0-5-8 (min. 0 -1 - Max Horz 2=89(LC 12) Max Uplift6=-69(LC 13), 2=-97(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-1632/122, 3-10=-1553/143, 3-11=-1422/140, 4-11=-1329/154, 4-12=-1344/169, 5-12=-1438/150, 5-13=-1541/158, 6-13=-1630/146 BOT CHORD 2-9=-129/1374, 8-9=-19/921, 8-14=-19/921, 14-15=-19/921, 7-15=-19/921, 6-7=-84/1394 WEBS 4-7=-66/543, 5-7=-373/151, 4-9=-59/521, 3-9=-362/147 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss -B180347 T04 Truss Type Common Qty 1 PIy 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fn Jan 26 13:55:21 2018 Page 1 ID: NhIOyGNTROEgb9x1_cNUOzrRND-8VJTBpg8Y4N75?MgxIZE?H8utM8MJt1 BohTWJhzrRMq 4-9-4 9-0-0I 13-2-12 18-0-0 � 19-6-0 4-9-4 4-2-12 6.00 12 1.5x4 ,-- 2 1 !B1 I 4-2-12 , 4-9-4 1-6-0 4x4 = Scale = 1:31.5 10 1.5x4 4 \\ 5 �_ j a 3x4 = I 7 578 = 3x4 = 9-0-0 18-0-0 9-0-0 9-0-0 Plate Offsets (X,Y)-- [7:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.25 BC 0.55 WB 0.13 Matrix-SH DEFL. in (loc) I/defl L/d • Vert(LL) -0.10 1-7 >999 240 Vert(CT) -0.19 1-7 >999 180 Horz(CT) 0.02 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 73 Ib FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 __ __ _ _ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (ioisize ) 1=696N -b-8 (min. 0-1-8), b=818/0-5-8 (min. 0 -1 - Max Horz 1=-71(LC 13) Max Upliftl=-51(LC 12), 5=-80(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-1165/129, 2-8=-1059/145, 2-9=-861/88, 3-9=-790/103, 3-10=-790/92, 4-10=-859/78, 4-11=-1105/134, 5-11=-1164/118 BOT CHORD 1-7=-102/995, 5-7=-70/975 WEBS 3-7=-8/457, 4-7=-323/122, 2-7=-345/128 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-0-0, Exterior(2) 9-0-0 to 12-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job .8180347 Louws Truss, Inc -1-6-0 1-6-0 Truss T06 Femdale, WA 98248 Truss Type Common Qty 6 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:23 2018 Page 1 ID: NhI0yGNTROEgb9x1_cN UOzrRN D-4uRDcUhP4herKJVD39bi4iD729stnphUF_ydOZzrRM 7-6-0 15-0-0 16-6-0 7-6-0 7-6-0 1-6-0 4x4 = 3 7-6-0 15-0-0 3x4 = 7-6-0 7-6-0 Scale =1:28.6 5 to Plate Offsets (X,Y)-- [2:0-1-0,Edge]j4:0-1-0,Edgj LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr , YES Code IRC2015/TP12014 CSI. TC 0.66 BC 0.42 WB 0.05 Matrix -SH DEFL. in (loc) I/defl Vert(LL) -0.07 2-6 >999 Vert(CT) -0.13 2-6 >999 Horz(CT) 0.01 4 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 53 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=693/0-5-2 (min. 0-1-8), 4=693/0-5-2 (min. 0-1-8) Max Horz2=-54(LC 13) Max Uplift2=-70(LC 12), 4=-70(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-813/58, 7-8=-704/69, 3-8=-703/83, 3-9=-703/83, 9-10=-704/69, 4-10=-812/58 BOT CHORD 2-6=0/624, 4-6=0/624 WEBS 3-6=0/310 Structural wood sheathing directly applied or 5-4-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 7-6-0, Exterior(2) 7-6-0 to 11-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss -8180347 T07 Truss Type Common Qty 1 PIy 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:24 2018 Page 1 ID:Nh OyGNTROEgb9x1_cNUOzrRND-Y4?cggilr?miyS4Pdt7xdvm15ZBeWGvdUeiBwOzrRMn 7-6-0 15-0-0 7-6-0 I 7-6-0 4x4 = Scale = 1:26.0 2 // 6.0012 // �6 5 T1 T1 - 1 W1 W1 1�!/ 3 >i'1' 1 lto 4 :==J 3x4 1.5x4 11 3x4 = 7-6-0 15-0-0 7-6-0 7-6-0 Plate Offsets (X,Y)-- [1:0-2-0,Edgj, [3:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.10 3-4 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.16 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 3 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 Matrix -SH Weight: 48 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer -- �_ _ Installation guide. . (Ib/size) 1=583/0-5-2 (min. 0-1-8), 3=583/0-5-2 (min. 0 -1 - Max Horz 1=45(LC 16) Max Upliftl=-43(LC 12), 3=-43(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-848/93, 2-5=-742/108, 2-6=-739/109, 3-6=-848/94 BOT CHORD 1-4=-26/659, 3-4=-26/659 WEBS 2-4=0/315 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-2-9 to 3-9-12, Interior(1) 3-9-12 to 7-6-0, Exterior(2) 7-6-0 to 11-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the • responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss .8180347 TO8 Truss Type Common Qty 4 Ply 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws ml 11 Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, I D: Nh IOyGNTROEgb9x1_cN UOzrRN D-UT6ME WkHNcOQBmEokl9PiKrfZNrL_9KwxyBH?uzrRMI 7-0-4 13-6-0 19-11-12 Inc. Fri Jan 26 13:55:26 2018 Page 1 27-0-0 128-6-0 7-0-4 1-6-0 Scale = 1:46.0 73 14 6 7-0-4 6-5-12 6-5-12 4x4 = 3 T2 13 6.00 12 12 3x40 1.5x4 4\ F 4 1.5x4 ./ r 5 2 0 T1 2 / 11 \ 1 1 10 9 15 16 8 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 9-2-3 17-9-13 27-0-0 9-2-3 8-7-11 9-2-3 H LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.58 BC 0.62 WB 0.12 Matrix -SH DEFL. in (loc) I/defl L/d Vert(LL) -0.20 8-10 >999 240 Vert(CT) -0.31 1-10 >999 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 112 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF No.2 Structural wood sheathing directly applied or 3-8-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (Ib/size) 1=1065/Mechanical, 6=1183/0-5-8 (min. 0-1-8) Max Horz 1=-98(LC 13) Max Upliftl=-79(LC 12), 6=-106(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1887/159, 2-11=-1802/174, 2-12=-1663/163, 3-12=-1556/185, 3-13=-1527/169, 4-13=-1548/155, 4-5=-1632/146, 5-14=-1783/156, 6-14=-1869/133 BOT CHORD 1-10=-150/1624, 9-10=-16/1056, 9-15=-16/1056, 15-16=-16/1056, 8-16=-16/1056, 6-8=-77/1580 WEBS 3-8=-68/597, 5-8=-415/167, 3-10=-76/641, 2-10=-445/173 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 13-6-0, Exterior(2) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 6=106. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss • -6180347 TO9 Truss Type Common Qty 3 PIY 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:28 2018 Page 1 I D:NhIOyGNTROEgb9x1 D-RrE6fCIXuDG8R4OAsjBtnlw?3AWnS3gDPGgO3nzrRM1 _cNUOzrRN 7-0-4 13-6-0 19-11-12 27-0-0 7-0-4 6-5-12 6-5-12 i 7-0-4 1 4x4 = Scale = 1:44.1 3 10 11 6.00 12 1.5x4 \ 1.5x4 2 / 4 N22 w2 \ 2 W1 \ W1 ---,,,,,,,, \ 5 \\\...___LLL==_,,, ii NT,61 1:0 _ 62 o vd 8 7 13 14 6 J 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 9-2-3I 17-9-13 26-9-10 27f 0-0 . 9-2-3 8-7-11 8-11-13 0-2-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.20 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.31 1-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(CT) 0.06 5 n/a n/a BCDL 8.0 Code IRC2015/TP12014 Matrix -SH Weight: 110 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . (Ib/size) 1=1072/Mechanical, 5=1072/0-3-2 (min. 0-1-8) Max Horz 1=-81(LC 17) Max Upliftl=-79(LC 12), 5=-79(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-1903/161, 2-9=-1818/176, 2-10=-1679/165, 3-10=-1572/187, 3-11=-1565/187, 4-11=-1672/165, 4-12=-1808/175, 5-12=-1893/161 BOT CHORD 1-8=-159/1639, 7-8=-25/1072, 7-13=-25/1072, 13-14=-25/1072, 6-14=-25/1072, 5-6=-96/1627 WEBS 3-6=-75/630, 4-6=-437/172, 3-8=-76/640, 2-8=-445/173 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 13-6-0, Exterior(2) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. LOAD CASE(S) Standard JOU IrUSs B180347 T10 Truss Type Common Qty 1 PIY 1 DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 7-0-4 13-6-0 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:29 2018 Page 1 ID:NhIOyGNTROEgb9x1_cNUOzrRND-v2oUlymAfXO?2EzMPQi6KzTAoas1 BW4NewPxcDzrRM' 19-11-12 27-0-0 7-0-4 6-5-12 10 6.0012 1.5x4 \ 2 / T1e 1 / \ 1 6-5-12 7-0-4 4x4 = Scale = 1:44.1 11 1.5x4 2 \ 4 2�\ \ \\. 12\ W1 \ ,. I =-'B2 to 8 7 3x4 = 3x4 = 3x4 = 9-2-3 13 14 6 3x4 = 3x4 = 17-9-13 27-0-0 9-2-3 8-7-11 9-2-3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.58 BC 0.62 WB 0.12 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.20 6-8 >999 240 Vert(CT) -0.31 1-8 >999 180 Horz(CT) 0.06 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 110 Ib FT = 0% LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers be installed during truss erection, Installation guide. and required cross bracing in accordance with Stabilizer (Ib/size) 1=1070/Mechanical, 5=1070/0-4-11 (min. 0 -1 - Max Horz 1=-81(LC 13) Max Uplift/=-79(LC 12), 5=-79(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-1897/161, 2-9=-1812/175, 2-10=-1674/165, 3-10=-1566/187, 3-11=-1553/186, 4-11=-1660/164, 4-12=-1793/174, 5-12=-1879/160 BOT CHORD 1-8=-159/1634, 7-8=-25/1066, 7-13=-25/1066, 13-14=-25/1066, 6-14=-25/1066, 5-6=-95/1612 WEBS 3-6=-75/621, 4-6=-429/171, 3-8=-76/640, 2-8=-445/173 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-0-12 to 3-7-15, Interior(1) 3-7-15 to 13-6-0, Exterior(2) 13-6-0 to 17-1-3 zone; cantilever left and right exposed ; end'vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B18O347 Truss TO5 Truss Type Common Girder Qty 1 PIy DUNN - BRIDGE RESIDENCE Job Reference (optional) Louws Truss, Inc., Femdale, WA 98248 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:33 2018 Page 1 ID:NhI0yGNTROEgb9x1 _cNUOzrRND-np 1?ivpgjmuQXrG8eGn2UpeoSB9s7DQyYYN91zrRMe 4-9-4 9-0-0 13-2-12_ 18-0-0 19-6-0 4-9-4 4-2-12 4-2-12 4-9-4 1-6-0 { Scale = 1:30.9 3 1/ \6.00 d in 41 2 T1 \\4 W3 / T2 W1 W2 to � 131 B2 6 11 12 10 13 8 14 15 T 16 17 I 4-9-4 9-0-0 13-2-12 18-0-0 4-9-4 4-2-12 4-2-12 4-9-4 *** Design Problems *** REVIEW REQUIRED Shear Stress Limit Exceeded: 5-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.15 8-10 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.95 Vert(CT) -0.23 8-10 >912 180 BCLL 0.0 * Rep Stress Incr NO WB 0.49 Horz(CT) 0.08 5 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 Matrix-SH Weight: 156 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=4928/0-5-8 (min. 0-2-10), 5=5004/0-5-8 (min. 0-2-11) Max Horz1=-71(LC 32) Max Upliftl=-409(LC 8), 5=-433(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-8790/728, 2-3=-5997/513, 3-4=-5995/515, 4-5=-8773/718 BOT CHORD 1-11=-651/7746, 11-12=-651/7746, 10-12=-651/7746, 9-10=-651/7746, 9-13=-651/7746, 8-13=-651/7746, 8-14=-578/7725, 14-15=-578/7725, 7-15=-578/7725, 7-16=-578/7725, 16-17=-578/7725, 5-17=-578/7725 WEBS 3-8=-400/5054, 4-8=-2806/291, 4-7=-162/2492, 2-8=-2831/301, 2-10=-166/2494 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=409, 5=433. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1049 Ib down and 95 Ib up at 1-11-4, 1049 Ib down and 95 Ib up at 3-11-4, 1049 Ib down and 95 Ib up at 5-11-4, 1054 Ib down and 95 Ib up at 7-11-4, 1056 Ib down and 95 Ib up at 9-11-4, 1056 Ib down and 95 Ib up at 11-11-4, and 1056 Ib down and 95 Ib up at 13-11-4, and 1049 Ib down and 95 Ib up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-6=-64, 1-5=-16 Continued on page 2 Job Truss •B18O347 TO5 Louws Truss, Inc., Ferndale, WA 98248 Truss Type Common Girder Qty Ply DUNN - BRIDGE RESIDENCE 2 Job Reference (optional) 8.010 s Jul 7 2016 MiTek Industries, Inc. Fri Jan 26 13:55:33 2018 Page 2 ID: NhI0yGNTROEgb9x1 _cN UOzrRN D-np1 ?ivpgjmuQXrG8eGn2U peoSB9s7DQyYYN91_zrRMe LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=-1049(B) 11=-1049(B) 12=-1049(B) 13=-1054(B) 14=-1056(B) 15=-1056(B) 16=-1056(B) 17=-1049(B) • 18-00-00 10-00-00 4-00-00 6-08-00 6-08-00 6-08-00 E01 O 01 O 01 DI TOI T01 E02 002 702 T02 T02 T02 T02 T02 T02 T06 06 T06 06 0604 3-06-00 7-00-00 41-06-00 15-00-00 52-00-00 5/2/2019 City of Tukwila Department of Community Development SCOTT THOLEN 12040 98TH AVE NE, STE 102 KIRKLAND, WA 98034 RE: Permit No. D17-0344 BRIDGE RESIDENCE 14032 35 AVE 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 6/26/2019. 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 6/26/2019, 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. Sin erely, 1 Kandace Nichols Permit Technician File No: D17-0344 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 21, 2018 Steven Dona Dona Architecture & Planning 12040 98th Ave NE — Suite 102 Kirkland, WA 98034 RE: Request for Extension #1 Permit Number D17-0344 Dear Mr. Dona, This letter is in response to your written request for an extension to Permit D17-0344. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 26, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0344 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov D T E V E NA ARCHITECTURE & PLANNING January 24, 2018 Mr. Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila WA 98188 RE: Permit extension request for Permit Application No. D17-0344 Bridge Residence 14032 35th Ave S Dear Mr. Rambo, I am writing to request a permit extension for the Bridge residence permit. Mr. Bridge has been actively trying to get bids from subcontractor for his residence since he will be acting as his own general contractor. As you know, everyone especially subs are extremely busy right now and many are not even interested in working on a small project. As soon as Mr. Bridge has gotten his subs lined up he will be starting construction. Please extend the permit deadline so that he will have time to get his subs started. If you have any questions, please give me a call at 425-820-0829. Sincerely, Steven Dona Architecture Steve Dona 1 Request for Extensioi # 1 Current Expiration Date: 2.-110 -1 8 Extension Request: Approved for days Denied (provide explanation) i RECEIVED CITY OF TUKWILA DEC 1 1 2018 PERMIT CENTER Signatur€. aitials -4/ 12040 98i° Ave N.E. Suite 102 Kirkland WA 98034 (425) 820-0829 e-mail:steve dona-arch.com 11/1/2018 City of Tukwila Department of Community Development SCOTT THOLEN 12040 98TH AVE NE, STE 102 KIRKLAND, WA 98034 RE: Permit No. D17-0344 BRIDGE RESIDENCE 14032 35 AVE 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 12/26/2018. 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 12/26/2018, 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: D17-0344 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0344 Grantor: LYLE BRIDGE, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 35th Ave. South and adjacent to 14032 35th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, utilities, undergrounding of power, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WIT ESS WHE F, said individuals have caused this instrument to be executed this 2. day of t , 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that LYLE BRIDGE 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:/ Aquiri_c (.I k. eil, NOTARY PUBLIC, in and for the State of Washington, residing at cAK60, / 6‘. My commission expires: Q 5Pei(� DATED this day of , 2018 GRANTEE: CITY of TUKWILA By: Print Name: Robin Tischmak Its: Acting Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared ROBIN TISCHMAK to me known to be the ACTING PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as ACTING 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. Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: S T E V E N D NA ARCHITECTURE & PLANNING February 14, 2018 Mr. Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila WA 98188 RE: Correction Letter #2 Permit Application No. D17-0344 Bridge Residence 14032 356 Ave S Building Department: Allen Johannessen 1. Provide new plan sets with engineers' sheets and architectural sheets with all sheets signed, stamped and include the "date of signature" See general note above. Revised plan sets with the applicable architectural and engineer's stamps are provided in this submittal. Note: the above referenced "date of signature" is not required for architectural stamps WAC 196-23-101 & 196-23-020 is in reference to engineers and surveyors stamps. Architect's stamps and signature requirements are in another section and do not carry the requirement for dating the signature. Also see engineer's response. Item #1 I reviewed the engineers response and I would not expect the engineer to stamp work that was not produced by that engineer, only documents and any plan sheets directly designed by the engineer. However, all architectural sheets designed and produced by the architect shall have a stamp, signature and date of that signature. That would include the S1 sheet that created. Provide an entire plan set to include electrical sheets as requested above. The details on the S1 sheet were not designed by our office and therefore is would be illegal for us to sign the drawing. They were designed by the engineer and are in the engineering packet that has been stamped, signed and dated. They are included in the plan set as a convenience to the builder and the reviewer. Per your most recent email the architects stamp will remain 3. Provide truss package documents. Truss package documents are typically not required at the permit review phase of a project as the documents are only provided after the truss package has been ordered. The required engineering and installation details will be available on site for review RECEIVED CITY OF TURW:LA undated. CORRECTION LTR# to installation. A truss package shall be required. This is the policy for all new buildings. A truss package is included with this submittal. 4. In the site plan indicate the location where the footing drains shall disburse to with details for the disbursement trench or other means of drainage. 12040 98th Ave N.E. Suite 102 Kirkland WA 98034 (425) 820-0829 e-mail:stevc@dona-arch.com bi.`703 Li If MAY 09 2018 PERMIT CENTER This has already been clearly shown on the site plan the connection is labeled "SD" on the plan set with the 40' infiltration trench location and length clearly shown. No change required. The site plan indicated "Storm Drain". A typical detail shall show the footing drain separate from the storm drain and may connect away from the house downstream to prevent water backing up into the foundation drain. Plans shall show a footing drain detail to show gravel shall extend at least 1 -foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. Please provide this information on the plans. (R405.1 & IBC 1805.1.2) Please see notes added to detail 6. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load-bearing values of the site soils for footing design requirements and shall specify recommended method for the footing drainage/ disbursement and /or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations and plan drawings. Please review the structural engineers calculation packet. All footings are sized to 1500 psf or less eliminating the requirement for a geotechnical report. Also see engineer's response. All new construction shall have a geotechnical report of the soils of all new construction sites no exceptions. See attached letter from the civil engineer. This letter has been deemed acceptable by Jerry Hight. 9. Provide notes specifying type of whole house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) The above reference notes are now provided on the cover sheet A1.1. Your response indicated this information was provided on cover sheet A1.1, however, I could not see this information provided. Please specify which type of whole house ventilation system shall be used. Please see notes added to A1.1 and A2.4 Laundry room area. Sincerely, Steven Dona Architecture Scott Tholen �o 5/1/2018 City of Tukwila Department of Community Development SCOTT THOLEN 12040 98TH AVE NE, STE 102 KIRKLAND, WA 98034 RE: Permit Application No. D17-0344 BRIDGE RESIDENCE 14032 35 AVE S Dear SCOTT THOLEN, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 12/29/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 6/29/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Bill Rambo Permit Technician File No: D17-0344 R-,"1/4) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development February 14, 2018 SCOTT THOLEN 12040 98TH AVE NE, STE 102 KIRKLAND, WA 98034 RE: Correction Letter # 2 COMBOSFR Permit Application Number D17-0344 BRIDGE RESIDENCE - 14032 35 AVE S Dear SCOTT THOLEN, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) Some items were not sufficiently addressed from the previous memo and shall be required as follows: [1. Provide new plan sets with engineer's sheets and architectural sheets with all sheets signed, stamped and include the "date of signature". See general note above.] Item #1 I reviewed the engineer's response and I would not expect the engineer to stamp work that was not produced by that engineer, only documents and any plan sheets directly designed by the engineer. However, all architectural sheets designed and produced by the architect shall have a Stamp, Signature, and Date of that signature. That would include the Si sheet that the architect created. Provide an entire plan set to include electrical sheets as requested above. [3. Provide the truss package documents."] Item #3 a truss package shall be required. This is the policy for all new buildings. [4. On the site plan indicate the location where the footing drains shall disburse to with details for the disbursement trench or other means of drainage.] The site plan indicated "Storm Drain". A typical detail shall show the footing drain separate from the storm drain and may connect away from the house downstream to prevent water backing up into the foundation drain. Plans shall show a footing drain detail, to show gravel shall extend at least 1 -foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. Please provide this information on the plans. (R405.1 & IBC 1805.1.2) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 [6. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the 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 the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations and plan drawings.] "All" new construction shall have a geotechnical report of the soils of all new construction sites no exceptions. [9. Provide notes specifying type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1)] Your response indicated this information was provided on cover sheet A1.1, however, I could not see this information provided. Please specify which type of Whole -house ventilation system shall be used. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D17-0344 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 E V E N NA ARCHITECTURE & PLANNING January 24, 2018 Mr. Bill Rambo, Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila WA 98188 RE: Correction Letter #1 Permit Application No. D17-0344 Bridge Residence 14032 35th Ave S CORRECTION Building Department: Allen Johannessen 1. Provide new plan sets with engineers' sheets and architectural sheets with all sheets signed, stamped and include the "date of signature" See general note above. Revised plan sets with the applicable architectural and engineer's stamps are provided in this submittal. Note: the above referenced "date of signature" is not required for architectural stamps WAC 196-23-101 & 196-23-020 is in reference to engineers and surveyors stamps. Architect's stamps and signature requirements are in another section and do not carry the requirement for dating the signature. Also see engineers response 2. Provide specific details for the deck framing indicating all hardware, fasteners and wall ledger attachment. Please see sheet A-2.3 for the above details and specifications. Structural notes along the left side of the sheet cell out column attachments, hangers and ledger attachments. Also see engineers response. 3. Provide truss package documents. Truss package documents are typically not required at the permit review phase of a project as the documents are only provided after the truss package has been ordered. The required engineering and installation details will be available on site for review prior to installation. 4. In the site plan indicate the location where the footing drains shall disburse to with details for the disbursemei t trench or other means' of drainage.. This has already been clearly shown on the site plan the connection is labeled "SD" on the plan set with the 40' i filtration trench location and length clearly shown. RECEIVED No change required. CITY OF TUKWILA 17%- FEB 122018 PERMIT CENTER 12040 98th Ave N.E. Suite 102 Kirkland WA 98034 (425) 820-0829 e-mail:steve@dona-arch.com 5. Cover page project notes specify 2012.Residential building codes. Revise to be consistent with current 2015 codes. All building and energy codes shall be 2015, electrical 2017. All code version dates have been corrected, please see sheet A1.1 for revisions. 6. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load-bearing values of the site soils for footing design requirements and shall specify recommended method for the footing drainage/ disbursement and /or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations and plan drawings. Please review the structural engineers calculation packet. All footings are sized to 1500 psf or less eliminating the requirement for a geotechnical report. Also see engineer's response. 7. Provide a detail where the R-10 perimeter insulation shall extend up to the top of the slab or foundation wall to create a thermal barrier between foundation and floor. Or show insulation on the exterior with insulation provided with a method of protection at the exterior. Please see revisions to section AA on sheet A-4.1 as well as new detail #14 on sheet A- 5.1 for correction. 8. Energy code notes on cover sheet specify BTU equipment output with ?. Provide the specific BTU output. Please complete a Prescriptive Worksheet -All Climate Zones, Glazing Schedule, Heating System Sizing Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website. http://www.energv.wsu.edu/building efficiency/energycode.aspx. This one is odd... these forms should have been submitted with the application. (can't understand why the application was accepted without them) I have provided another copy of the above reference forms for your review. Note BTU maximum size is now listed on the cover sheet A1.1. 9. Provide notes specifying type of whole0house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) The above reference noted are now provided on the cover sheet A1.1. 10. For the bedroom bay window, provide details for the framing and sized to meet insulation requirements and specify insulation top and bottom. Insulation requirements ere already specified in the Energy Notes section on the cover sheet A1.1. Ceiling R-49, Wall R-21, floor R-38 glazing u of .30. Note: the bay shown on detail 2/A5.1 is not in the master bedroom (it is in the garage) as this element cannot be insulated per code. No change required. 11. Provide details for the construction and seismic anchoring of the Pergola at the base and to the wall or roof. The pergola is supported by a manufactured steel column, brace and bracket called a "Skylift". This is already called out on the roof plan but since this is not a common product, I have included the installation instructions from this product for your review. The instructions and product are pretty self-explanatory. Also see engineer's response. Sincerely, Steven Dona Architecture Steve Dona January 18, 2018 City of Tukwila Department of Community Development SCOTT THOLEN 12040 98TH AVE NE, STE 102 KIRKLAND, WA 98034 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0344 BRIDGE RESIDENCE - 14032 35 AVE S Dear SCOTT THOLEN, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared,by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Provide new plan sets with engineer's sheets and architectural sheets with all sheets signed, stamped and include the "date of signature". See general note above. 2. Provide specific details for the deck framing indicating all hardware, fasteners and wall ledger attachment. 3. Provide the truss package documents. 4. On the site plan indicate the location where the footing drains shall disburse to with details for the disbursement trench or other means of drainage. 5. Cover page Project Notes specify 2012 Residential building codes. Revise to be consistent with current 2015 codes. All building and energy codes shall be 2015, electrical 2017. 6. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the 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 the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations and plan drawings. 7. Provide a detail where the R-10 perimeter insulation shall extend up to the top of the slab or foundation wall to create a thermal barrier between foundation and floor. Or show insulation on the exterior with insulation provided with a method of protection at the exterior. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 8. Energy code notes on cover sheet specify BTU equipment output with ?. Provide the specific BTU output. Please complete a Prescriptive Worksheet — All Climate Zones, Glazing Schedule, Heating System Sizing Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx. 9. Provide notes specifying type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 10. For the bedroom bay window, provide details for the framing and sized to meet insulation requirements and specify insulation top to bottom. 11. Provide details for the construction and seismic anchoring of the Pergola at the base and to the wall or roof. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D17-0344 RoJ 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0344 DATE: 09/14/18 PROJECT NAME: BRIDGE RESIDENCE SITE ADDRESS: 14032 35 AVE S Original Plan Submittal Revision # before Permit .Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: ria KV 191( i �� Building Division ° °1\14Ci Works Fire Prevention Structural n " f —)fr,e Planning Division UPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 09/18/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 10/16/18 Approved Corrections Required ❑ Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPS / PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0344 PROJECT NAME: BRIDGE RESIDENCE SITE ADDRESS: 14032 35 AVE S Original Plan Submittal X Response to Correction Letter # 2 DATE: 05/09/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A-tAt10-1 Building Division le Public Works Fire Prevention Structural n Planning Division ❑ Permit Coordinator C PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/10/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 06/07/18 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) Notation: (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED. Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD DOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0344 PROJECT NAME: BRIDGE RESIDENCE SITE ADDRESS: 14032 35 AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 02/12/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Core Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 02/13/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Review ) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 03/13/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only Q CORRECTION LETTER MAILED: ? V Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0344 PROJECT NAME: BRIDGE RESIDENCE SITE ADDRESS: 14032 35 AVE S DATE: 12/29/17 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Buildin g yi 1-14-i Divislon J ,mac.t[e Pul blic Works AJA ,WC H),18 Uri ' fP 1-0--0 Fire Prevention Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/02/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/30/18 Approved Corrections Required ❑ Approved with Conditions ❑ X21 Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: `—"A f" 9) Departments issued corrections: Bldg' Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PROJECT NAME: jylki,Q0tevlc-2 SITE ADDRESS: 1403). 3S A $ PERMIT NO: 't)— 03L1 ORIGINAL ISSUE DATE: ,7-q--! REVISION LOG REVISION NO. DATE RECEIVED STAFF ISSUED DATE STAFF INITIALS C} qINITIALS Summary of Revision: Received by: Summary of Revision: reVA j s4eAy+w uj L.er' 41/191iI e L°Si ri Received by: ( REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: ?/t /&' Plan Check/Permit Number: �/7- 3�9' ❑ Response to Incomplete Letter # RECEIVED ❑ Response to Correction Letter # CITY OF TUKWILA frg Revision # 1 after Permit is Issued SEP 14 2018 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: gr< c e 6 f, 4'It S �P Project Address: "2/6/3V--- Arie lot kczJ 11 e3 !-+ W68— — '603 Contact Person:L1 l" `j t� t 9,2_ Phone Number: 2e' G c9�6" Gi Summary of Revision: PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date oflrevision Received at the City of Tukwila Permit Center by: /..,\ (./ IX4/ Entered in TRAKiT on .07frOr W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised. August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION ' SUBMITTAL: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5 (" 8 Plan ChecWPermit Number: 9/7 -c 3 W ❑ Response to Incomplete Letter # Response to Correction Letter # 2. ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Fric.q Rewe, essteo, V Project Address: /1/6 32 15,4t e- �. Contact Person: SCGt cot -11761e,„ Summary of Revision: Phone Number:- y.25" -1 ;20 -08.21 %4 4 ega 441 RECEIVED CITY CSF TUKW MAY 0 9 2018 PERIVMR' CENT Sheet Number(s): "Cloud" or highlight all as of revision inc ding date o revisi D Received at the City of Tukwila Permit Center by: 1 --Entered in TRAKiT on W:\Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals crust be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: � — /2- /8 Plan Check/Permit Number: D 17-0344 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Bridge Residence Project Address: 14032 35 Ave S Contact Perso: PhonehoNumber: - / Summary of Revision: ?k t, <.� da ac 1 e r < n Ncc /e#Afs R, Do Arc & e 4,44 u%ie_- Co u> i 'el le e.rs V el.,rTv OF TUKWILA PERMIT CENTER Sheet Number(s): C rp44e < 7 "Cloud" or highlight allareasof revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on ^, \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila AVAILABILITY '..L 1% a. 11: 1l., Jt 1 L kir vVr Depotnt of Community Development 6300 Southcenter Boulevard, Suite 4 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description 1.:.y. wing hydr t location and size of main): 40 B 3S4''2 `� /6 aD / — 6/0o`7 Owner Information Agent/Contact Person Name: Lir ( Cw� 4, ere. Name: 4,/� �" Address:2_ 7'74,3 Address: / 3 2_ 3 (low, 5• i,./-42sr Phone: 20,6 e� z- c'7 7Phone: 0 (v' 5 -44. 07 This certificate is for the purposes of: \ Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone O Short Subdivision O Other 11 Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): WAFER DISTRICT 25 Age Signature Date 2-7 / r �7 Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. TuKwst-A/KrnIG Cily/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to tett the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: N 1a (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with residual for a duration of 2 hours at a velocity of' fps as documented by the attached calcu 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item 8-2 are System is not capable of providing service to this project. 1 hereby certify that the above information is true and correctb, a flow of 0 ,pm i 2e psi lations. met. RECEIVED CITY OF TUKWILA Vio 34tf COL TY WATER o.rsicr #k115 1)Y1.Ar4 (Pct LEY Agency/Phone 2ziro2y2—(1547 By DEC 292011 ERMIT CENTER 12- 2,5S-11 grit,. Extrks5 @.-258-1%) .11 At?rs:1-inlerii: Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate') 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date Date 1011MAZ AMA 3�SE96At t� " 34605 148th Suite 100 Seattle, WA 98168 —idle, rIC'I i' Phone: (206) 242-3236 Fax: (206) 242-1527 Rcpt. No. 3 gF g b l CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 t - Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: . Building Permit • Preliminary Plat or PUD • Short Division • Rezone • Other Proposed Use: ■ Commercial 7 Residential Single Family • Residential Multi -Family Other Applicant's Name ��� � /Fr( �� �Phone Number 2G6 fa7" Property Address '.er er`o32 yup S Tax Lot Numb ! (5z�49 CXD- -1 .��-t4 - - Legal Description (Attach Map and legal Description if Necessary ); S (dpi F4- c C- N `-kj, FT. v C Vii 1 G `�' �.6 t J. /L/( t ='6- oc ct) 4, oc_ Part B: (To be Completed by Sewer Agency ) 6 a. A Sewer Service will be provided by side sewer connection only to an existing 6 � size sewer 1' feet from the site and the sewer system has the capacity to serve the proposed use. OR b. Sewer service will require an improvement to the sewer system of: (1) feet of sewer trunk or lateral to reach the site; and/or (2) The construction of a collection system on the site and/or (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive C, plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. Service following; 4. is subject to the SS Permit $ a. District Connection Charges due prior to connection: -/ OO GFC: $ SFC: $ Unit: $ Total $ /G O "' (Subject Either a King County/METRO Capacity Charge may be due upon connection b. Easements: 1 to Change on January 1st) Charge, SWSSD or Midway Sewer Distr' ,. kp. to sewers. wILA Required May be Require 2 9 2017 c. Other 1`1'tPERMIT C!NTER I hereby certify that the above sewer agency information is true. This certi 'cation shall be valid for one year from the date of signature. By Title 7i�/,/ p_cze, Date /2 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature r' Date CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanPci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ) ss. Ir(�i� [please print name] , states as follows: PERMIT NO: 1.) 17' 031.111 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number ( ./ , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. \‘‘\""111111 A WF �lfti � �•10""lit R�w v= �� OtAgi ry ? kyr i -j ".5:29-�1' 41- �/ pltimwest• 4, 1tll,'IOp AS1` 4.z 2 c>. er's Agent* Signedeaind sworn to before me this da of J01/* ,20 NOTAR PUBLIC in and for the State of Washington /n 7 , County Residing at Name as commissioned: My commission expires: 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs ander chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of i:he above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a<valid electrical contractor's license under chapter 19.28 RCW that'employs a certified journeyman electrician;°a certifiedresidential specialty electrician, or an electrical trainee meeting the requirements of chapter 19:28 RCW to perform plumbing work that is incidentally, directly, and immediately, appropriate to the like in_ -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and lir�: mited waste and/or water connections. An electrical, trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE. OTHER EXISTING UTILITIES MAY EXIST ALONG THIS PROPOSED ALIGNMENT. IT SHALL BE THE CONTRACTOR AND OR OWNERS RESPONSIBILITY TO VERIFY THE SIZE TYPE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUCTION Cali Before You Dig 811 xIH T i 1 EXIST. WATER LINES EXIST. TG EXIST. GI • G wp W+ (E) WA . R METER EXIST. 20' k 1 100' 14032 35TH AVE SOUTH RESIDENCE S 88'27'32" , E 99' SEC.15, T.23Nov Ro4E., W.M. CITY OF TU' o ILA WASHINGTON 97' 195.01' 10 GRAPHIC SCALE 0 5 1101I 1111111111111111 MI MI 10 ( IN FEET ) 1 inch — 10 ft. 'SUN 262019 SS SS ss Ss E+, \ 4" PVC 1ROOF DRAIN ,+ 4" PERFORATED PVC �. \ ROOF DRAIN 1 SED GARAGE j \\\ , I!', 1 l } 02.00 lea.....0= 1 , 1 bo } op. ss ss 1 1 102' l l • 1 1 0 103' ly PROPO 4111I , I E 1'102.00 Els E 1 PROPOSED RESIDENCE MAIN 'FLOOR 103.00' BASEMENT 93.00' i GARAGE 102.00 MUNI 111122111 NOM I i f i 4"X23 LF PVC I FD CONNECTION 92.17% I [PROPOSE 1 DECK 11 150 s I SD 5 'DX52'L 1` LAVED ENFIL7RATICN DITr'H S PER Flo. FOR 4450 SF 1 TOP OF TRENCH 88.50 11BOTTON OF TRENCH[ .lg 86.00 4"X22 LF PVC FD COMECTION 4N5.82X I ' IE OUT(FD)-90.00 J IE OUT(RD)-91.00 11 1 , 1 1 PROPOS D CONC. DRIVE ,I i 102.00 4"X11 LF PVC FD CONNECTION 0455 YARD DRAIN l,ti RIM — 101.00 4" IE OUT — 90.50 101.00 3.11.% mu .ins i Ns. [ \ III fi?'ftLIrLi I \\ I I \\ r110022 0221121 11121221 6"X11 IF P1�C FD CONNECTION 6"X15 LF `PVC FD CONNECTION33X� CB TYPE 1 RIM - 90.00 6" IE "{N — 88.00 6" IE OUT — 89.00 11 11 11 11 i=on, weas wen ran 1 YARD DRAIN RIM — 92.20 4"IEINL-89.50 6" IE OUT — 89.50 1� -�\ I \ t', \ \ 1. 94' I 93' 11' \91.�93 121121 122121 99 /1/00' 122121 in= mum Ewa megi CM= 11211211111 -111111111212.-.. 21101112 —011221117 1122211...0102■ -12121211111— 21121126011•42112112- 01.17... 01111111.111 99' 98' f 96' 0101_.,..._... 95' S 88'27'32" CB \TYPE 1 RIM 1— 91.00 6" IE IN — 88.00 6" IE OUT — 89.00 92' 1 1 1 1 } 1 1 1 89' 88' 1 1 � 1 1 } 1 1 90' 195.01' REVISIONSNo changes shall he made to the SCO of work witsob prior a 91/41... nsg Division fe Builth pof t Division { ' ccs will require a new plan submittal and may include additional plan review fees. PL'I3 APPROVED #o changes can be made to these p!ans without approval from the Planning Division of DCD Approved By: 22`ro w va_, Date: PAai; I ►�i.. �� e�IT R. QU RED FOR: chanical Electrical Plumbing 1Gas Piping Ciiy of Tukwila B''tl DING DIVISION •1 0 0 1D CO These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: SURVEYOR/ENGINEER: EASTSIDE CONSULTANTS, INC. 1320 NW MALL ST., STE B ISSAQUAH WA 98027 ZONING: LDR TAX ACCOUNT NO. 1523049007 LOT SIZE: 13,260 S.F. PROPERTY OWNER: LYLE BRIDGE 14032 35TH AVE S. TUKWILA, WA 98188 PROPERTY ADDRESS: 14032 35th AVE S TUKWILA, WA 98188 VICINITY MAP N. T.S LEGAL DESCRIPTION THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 22, TOWNSHIP 25 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF LOCH—GILVRA ADDITION TO THE CITY OF SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 22 OF PLATS, PAGE 99, IN KING COUNTY, WASHINGTON, SAID POINT BEING AT THE INTERSECTION OF THE NORTH LINE OF MCGILVRA STREET WITH THE WEST LINE OF MCGILVRA BOULEVARD (ORMERLY 40111 AVENUE NORTH); THENCE SOUTHERLY ALONG THE WEST LINE OF MCGILVRA BOULEVARD, A DISTANCE OF 548 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE SOUTHERLY ALONG SAID WEST LINE OF. MCGILVRA BOULEVARD, 40 FEET TO THE NORTH LINE OF EAST LYNN STREET, AS NOW ESTABLISHED; THENCE WESTERLY ALONG SAID NORTHERLY LINE OF EAST LYNN STREET; 100 FEET TO THE EASTERLY LINE OF AN ALLEY AS ESTABLISHED BY ORDINANCE NO. 61089; THENCE NORTHERLY ALONG SAID EASTERLY LINE OF SAID ALLEY 40 FEET; THENCE EASTERLY 100 FEET TO THE POINT OF BEGINNING; (BEING KNOWN AS LOT 13, BLOCK "E" OF EL MONTE, ACCORDING TO THE UNRECORDED PLAT THEREOF). NEW IMPERVIOUS AREA LOT AREA: 13,260 S.F. HOUSE/GARAGE BLDG ROOF AREA: 3,043 S.F. DRIIVEWAY/WALKWAY 1407 S.F. TOTAL AREA: 4,450 S.F. PERCENT LOT COVERAGE 4,450/13,260 = 33.56% FILE COPY Permit No. b «r- 03)-114 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: City of Tukwila BUILDING DIVISION RECEIVED REVIEWED FOR CODE COMPLIANCE APPROVED OCT 11 2016 +� r ►I City of Tukwila BUILDING DIVISION BEVISI*N.N* :J "� 03q SEP 14 2018 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA SEP 14 2018 PERMIT CENTER LOCATION INDEX: SECTION 15, T23N, R4E. W.M. ENGINEERS - SURVEYORS teal tees grael Iota 111 -r NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE. OTHER EXISTING UTILITIES MAY EXIST ALONG THIS PROPOSED AUG NT. IT SHALL BE THE CONTRACTOR AND OR OWNERS RESPONSIBILITY TO VERIFY THE SIZE TYPE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR . TO STARTING CONSTRUCTION CaII Before You Ng 811 i NLoZ � t E i T EXIST. WATER LINES EXIST. STABILIZATIO4 ONS1RUC110N ENTRANCE BMP 0.2.1.4.1 1 1 1 1 14032 35TH AVE SOUTH RESIDENCE SEC.15, T23N, R.4E., W.M. CITY OF TU ILA, WASHINGTON S 88'27'32" E 100' 99' 9'8' 195.01' w (E) WAT 20' 0 0 aD S 02'13'41" W ti } 102' PROPOSED RESIDENCE MAIN ;FLOOR 103.00' BASEMENT 93.0Q' GARAGE 102.00 102.00 NETS AND BLANKETS PER BMP D.2.1.23 CONCRETE HANDLING AND MATERIAL DELIVERY, STORAGE t CONTAINMENT PER BMP'S 0151 AND 153 \\ 93'+ \93 0 .0 N 0 1 87' S 88'27'32" E 195.01' 10 GRAPIIIC SCALE 0 10 20 OM 111111 11111111111111111 1111111111111111111111111111111111111 1111 1111111111111 ( IN rTI.T 1 inch — 10 n.. JUN 282019. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 11 2018 City of Tukwila BUILDING DIVISION APPROVED SEP 17 2010 City of Tukwila 1 PUBLIC Works 0/.4711 RECEIVED CITY OF TUKWILA SEP 14 2018 PERMIT CENTER LOCATION INDEX: SECTION 15, T23N, R4E. W.M. ti 4 �a.aa GI co m Inas csi w tco ce z3 us J co luta istaa entl 11,1 Ina 1111 tziz Q•cc ww c�ii� o0 a s Li$j w� 0 �R cog,F. co 5Z� GIN u. g� Ci 0 441 JOB NO. 18047 DATE 4/18 SCALE ?c20' DESIGNED RSF DRAWN RSF CHECKED RSF APPROVED RSF SHEET 2 OF 2 LEGAL DESCRIPTION: THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 22, TOWNSHIP 25 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF LOCH-GILVRA ADDITION TO THE CITY OF SEATTLE, ACCORDING TO PLAT RECORDED IN VOLUME 22 OF PLATS, PAGE 99, IN KING COUNTY, WASHINGTON, SAID POINT BEING AT THE INTERSECTION OF THE NORTH LINE OF MCGILVRA STREET WITH THE WEST LINE OF MCGILVRA BOULEVARD (ORMERLY 40TH AVENUE NORTH); THENCE SOUTHERLY ALONG THE WEST LINE OF MCGILVRA BOULEVARD, A DISTANCE OF 548 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE SOUTHERLY ALONG SAID WEST LINE OF MCGILVRA BOULEVARD, 40 FEET TO THE NORTH LINE OF EAST LYNN STREET, AS NOW ESTABLISHED; THENCE WESTERLY ALONG SAID NORTHERLY LINE OF EAST LYNN STREET; 100 FEET TO THE EASTERLY LINE OF AN ALLEY AS ESTABLISHED BY ORDINANCE NO. 61089; THENCE NORTHERLY ALONG SAID EASTERLY LINE OF SAID ALLEY 40 FEET; THENCE EASTERLY 100 FEET TO THE POINT OF BEGINNING; (BEING KNOWN AS LOT 13, BLOCK "E" OF EL MONTE, ACCORDING TO THE UNRECORDED PLAT THEREOF). ENERGY NOTES: PRESGRI PTI VE ENERGY CODE GONIPL I ANGE CLI MATE ZONE 40 - MARINE. SINGLE FAMILY RESIDENTIAL ENERGY CREDITS : GLAZING VERTICAL U -FACTOR OVERHEAD 0E1 L I NG VAULTED CEILING WALL -ABOVE GRADE WALL -BELOW GRADE FLOOR SLAB ON GRADE OPTION GRED I T 30 * `I' 50 * 5b 1.0 0.5 1.0 .30 .50 R -4e1 R -3S R-21 INT R-21 INT + THERMAL BREAK CO SLAB R -3S R- 10 MED. DWELLING 3.5 REO It INT = STANDARD FRAMING WITH RIO HEADERS MIN. 15% OF ALL BULBS USED IN LIGHTING FIXTURES SHALL BE HIGH EFF I CAGY LAMPS PER WSCE 8404. DUCTS SHALL BE INSULATED TO A MINIMUM OF R-5. *HIGH EFF IGIENGY HVAC EQU I PMNENT: GAS FURNACE WITH MIN. AFUE OF ciS%. **HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: ALL HEATING AND COOLING SYSTEMS INSTALLED INSIDE THE CONDI T I ONED SPACE A MAX. OF 10' OF RETURN DUCTS 4 5' OF SUPPLY DUCTS MAY BE LOCATED OUTSIDE TEH CONDITIONED AREA. ***EFF I G I ENT WATER HEATING : ALL SHOWERHEADS 4 KITCHEN FAUCETS I N THE HOUSE SHALL BE REATED AT I.15GMP OR LESS ALL LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS ***IEFFICIENT WATER HEATING: GAS WATER HEATER WITH A MIN. EF OF 0.14. T V .EAT QUIP ),4 OU - T H- L 5 I NGTON ST I MPLE HEATING SYSTEM SIZE • RKSHT. WHOLE HOUSE VENTILATION TO BE PROVIDED BY 225 CFM FAN , RUN 5 HRS A DAY ON TIMER, LOCATED I N TH L U D - Y ROOM GENERAL NOTES ALL WORK SHALL CONFORM TO APPLICABLE CODES, INCLUDING BUT NOT LIMITED TO THE 2015 INTERNATIONAL RESIDENTIAL CODE, THE 2015 WASHINGTON STATE ENERGY CODE, THE WASHINGTON STATE !BUILDING CODE, CHAPTER 51-40, THE AMERICANS WITH DISABILITIES ACT, AND ALL RULES, REGULATIONS AND ORDINANCES OF THE GOVERNING AUTHORITY. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS, AND SITE CONDITIONS, AND SHALL NOTIFY THE ARCHITECT IMMEDIATELY IN WRITING OF ANY DISCREPANCIES, ERRORS, OR OMISSIONS PRIOR TO PROCEEDING WITH THE WORK. DO NOT SCALE THE DRAWINGS FOR CRITICAL DIMENSIONS. DIMENSIONS ARE SHOWN TO FACE OF STUDS UNLESS INDICATED OTHERWISE. THE PROJECT SHALL BE SCHEDULED AND INSTALLATION OF ELEMENTS COORDINATED AS NECESSARY TO PERMIT WORK BETWEEN DIFFERENT TRADES TO PROCEED WITHOUT UPSETTING PROPER CONSTRUCTION SEQUENCES OR DELAYING THE PROJECT SCHEDULE. 20' w N wI T I CID z CO 1 ,- z PLUMBING, ELECTRICAL AND MECHANICAL CONTRACTORS SHALL VERIFY ALL REQUIREMENTS FOR T1-116 PROJECT AND COMPLY WITH ALL LOCAL CODES, SUBMIT PLANS FOR APPROVAL AND OBTAIN PERMIT BEFORE STARTING WORK. DO NOT VARY OR MODIFY T1 -4E WORK SHOWN WITHOUT WRITTEN AUTHORIZATION FROM THE ARCHITECT. DETAILS WI -ITCH OCCUR BOTH RIGHT- AND LEFT-HAND ARE SI-I0WN ONLY ONCE. TYPICAL DETAILS ARE NOT REFERENCED AT ALL LOCATIONS± THE INTENT IS THAT THEY CARRY THROUGHOUT THE PROJECT UNLESS OTHERWISE NOTED. ALL REQUIRED SHOP DRAWINGS AND SUBMITTALS SHALL BE REVIEWED BY T1 -4E ARCHITECT PRIOR TO PROCEEDING WITH THE WORK. ALL SHOP DRAWING DIMENSIONS SHALL T1 -4E FIELD BY THE CONTRACTOR GENERAL CONTRACTOR SHALL REPAIR HIMSELF OR OTHER TRADES. DOWNSPOUTS T`I'P. TIE ALL DOWNSPOUTS AND FOOTING DRAINS TO EXISTING STORM DRAINAGE SYSTEM BE CHECKED AND VERIFIED IN ANY DAMAGE CAUSED BY 1 I "10'-8" GARDEN WALL OF SEGMENTAL BLOCK. LESS THAN 48" IN HEIGHT 4' CHAIN LINK FENCE MEANDERS ALONG ERTY LINE S 88'27'32" E Z7AfrINe INX A1.1 SITE PLAN AND PROJECT NOTES/ ENERGY NOTES A2.I FOUNDATION PLAN A2.2 BASEMENT PLAN A2.5 MAIN FLOOR FRAMING PLAN A2.4 MAIN FLOOR PLAN A2.5 ROOF FRAMING PLAN A5 . I SOUTH 4 WEST ELEVAT I ONS ACHITE!CT: STEVEN DONA ARCHITECTURE AND PLANNING 12040 95TH AVE NE SUITE 102 KIRKLAND, WA. 98034 (425)" 820-0829 FAX (425) 820-4820 STRUCTURAL: WELLER CONSULTING ENGINEERS, P.C. 21925STH PLACE WEST BOTHELL WA, 98021 (425) 488-9868 LYLE BRIE 14032 35TH AVE 5. TUKWILA, WA 18168 SEPARATE PERMIT REQUIRED FOR: C�52chanical sEIectrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION } PLANNING APPROVED No changes can be madeto these plans without approval from the Planning Division of DCD 1 Approved B Date: 195.01' A3.2 NORTH 4 EAST ELEVATIONS WI NDOIN 4 DOOR SCHEDULE A4.I BUILDING SECTIONS A5.I CONSTRUCTION DETAILS SI STRUCTURAL DETAILS ROJC.T NOTES: PROJECT NAME: ASSESSOR'S PARCEL #: GOVERNING CODE: PROJECT ADDRESS: ENERGY CODE: CONSTRUCTION TYPE: OCCUPANCY: SITE AREA: DRIVEWAY AREA: LOT COVERAGE: BRIDGE RESIDENCE 152304-9001 2015 INTERNATIONAL RESIDENTIAL CODE 14032 35TH AVE 5 TUKWILA, WA 98188 2015 WASHINGTON STATE ENERGY CODE V -B R-3 U-1 13,260 SF. 13260 SF. x10%=1,326 SF. ALLOWED 1,326 PROPOSED HOUSE 4 GARAGE DECK DRIVE 4 PORCH TOTAL 4450 SF./13,260 SF. =34% SCOPE OF WORK: A NEW FIVE BEDROOM SINGLE FAMILY HOUSE. MAIN FLOOR LIVING AREA: BASEMENT FLOOR LIVING AREA: (FINISI-IED) GARAGE: TOTAL LIVING AREA: (PROPOSED) REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Bttilci;ng Division. Rev. ;ions will require a new plan submittal and may include additional plan review tees. EXIT, WATER LINES EXI6T.m, W (E) WATE 20' 0 0oci 1 I 1 1 { 1 PROPObED RESIDENCE MAIII.1 FLOOR 103'1 BGASE 102 ' 1 N 0 \ 1\ \ \ 1 '2'8'1gi I �o \ 1 , shoo t PROPOOED CONC. DRI\yE 1 1 I STOiSM DRAIN. TIE TO \ paN \ 5TORM DRAINAGE SYSTEM \\ \ \ t NOR I 'Y?1-1( X a 1 4' CHAIN L FENCE_/ 1 MEANDE \1 ALONG 1 PROPER LINE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 S' s1 These plans hav been reviewed by th' Public Works Department for conformance wi\h current amity stanTardsc�epTance is su iero lerrdrs and 1 omissions which dolnot authorize violation of —,ado ted standards or ordinances. The res o. sibili S I TE PLAN SCALE: I" = 10'-0" S 88'27'32" E GARDEN WALL OF SEGMENTAL BLOCK LESS THAN 4S" IN HEIGHT 195.01' 4' CHAIN LINK FENCE MEANDERS ALONG PROPERTY _LINE for the adequacy of the design rests tota y wit ate designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: pig S I•tr. A l , c - ot4 Ls{ ) 0 0 03 N 0 2493 SF. 550 SF. 1401 SF. 4450 S.F. 1556 SF. 1422 S.F. 933 5F. 2918 S.F. FILE COPY Permit. No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize tho violation of any adopted code or ordinance. Receipt of approved Field Co•y and conditions is acknowledged: Date: City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED AWAY 16 2018 u City of Tukwila BUILDING DIVISION 11 CORRECTION LTR#. w, RECFJ ED CITY OF TUKWILA MAY 092018 PERMIT CENTER UNPUBLISHED WORK Q 2016' STEVEN DONA ARCHITECTURE S T E V E ARCHITECTURE & PLANNING 1 2040 98TH AVE NE, # 1 02 KIRKLAND, WASHINGTON 980 34 (425)820-0829 FAX :820-4820 PROJECT NAME E3R I 1,6e RSI DENGE TUKW I LA, WA DRAWING TITLE SITE PLAN PROJECT NOTES DATE II -22-16 DRAWN BY SGT CHECKED BY S.D. FILE:21511 SITE REVISIONS Al2-26-16 42 PLAN REVIEW 4t11-24-15 PLAN REVIEW #2 2 -14 -IS AI.1 03'x+ STHD 10 TYP. (4) REQ'D 0 GARAGE • 0 0 FOUNDATION NOTES: I. SOLID BLOCKING IS REQUIRED AT BEARING WALLS, POINT LOADS, AND SUPPORT BEAMS. 2. 6" MIN. CLEARANCE BETWEEN EXTERIOR GRADE 4 UNPROTECTED WOOD. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. ALL CONNECTORS 4 FASTENERS FOR PRESSURE TREATED WOOD TO BE HOT -DIPPED GALVANIZED STEEL OR EQUIVALENT PER I.R.G. 83141.3. (TYP) 4. PROVIDE MIN. 6 MIL BLACK POLY VAPOR BARRIER, EXTEND UP FOUNDATION WALL. DAMPPROF CONCRETE 4 MASONRY FOUNDATIONS PER IRC. 406.1 10'-8" 5. TIGHT LINES CONNECT ROOF WATER TO THE EXISTING STORM SYSTEM. . UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 1S PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2000 PSF. EXTERIOR FOOTINGS SHALL BEAR I'-6" BELOW FINISH GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. BACK FILL TO BE THOROUGHLY COMPACTED. 41' -IO" DS BLOCK OUT FOR 3'-O" DOOR I'-10" 27'-O" I0 4 r 3j! 21D I0x16 FTG 8" STEM WALL L THICKENED EDGE 0 1 - O O 11 -10- 81_5,1 ' -102"I' -IO SLAB 0 100.0' GARAGE FINISH FLOOR TO BE 6" BELOW STEM WALL THICKENED EDGE 16'-3" SLOPE 4" TO 0.H. DOOR 5 SACK MIX FLOOR 3 1/2" CONCRETE STHDI4 TYP. (2) REQ'D STHDIORJ TYP. (6) REQ'D J MUD 11044 GONG. SLAB 0 100.5' L - 2p Sr* 1 I2'-2" r� FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 5 r 7- 1 1 1 L_ - 61ii 7 6 6'-4" r -1 D5 - 1' L- s'-0" O 1 1 1 L_J 24 r- 24 3'-10" 3'-4" 9'-0" • IS e l s6 ENGINEERS NOTES IQ PROVIDE CONTINUOUS FOOTING FOR SHEAR WALL ABOVE 02 PAB5 FOR HTT 5 ABOVE, SEE DETAIL D NOTE: USE " DIA ANCHOR BOLTS 1"1S"x3"4'4" WASHERS @ 5'-O" O.G. U.N.O. ® (5) %" A.B. REQ'D 13'-9" O r PATIO CONC. HGR2 BASEMENT CONC. in SLAB @ 90.5 1 J 0 TY L 3'-6" 3'-4" o. a'-0" 36 D4 _1 L — A 24 . 3 N 0 J L 31'-0" STHDIO TYP (10) REQ'D 0 LIAR. FLOOR FOUNDATION LAN SCALE: I/4"= I' -O" 1 . 2 3'-5" P5 1 1 I EH L_J 24 DIMENSION VARIES W/ NUBER OF STAIR TREADS 24 l r DOWN SPOUT TYP. 10'-6" L J O 4'-6" JUN 262.01E 4" THICK GONG. STAIR LANDING REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION • RECEIVED CITY OF TUKWILA MAY 092018 PERMIT CENTER AREA: MAIN FLOOR: BASEMENT: TOTAL: 1556 SQUARE FEET 1422 SQUARE FEET 2918 SQUARE FEET '111) D UNPUBLISHED NOW © 2016 STEVEN DONA ARCHITECTURE S T E V EN D,!1►�� � ;rte. ARCHITECTURENA & PLANNING 12040 98TH AVE NE, ## 102 KIRKLAND,WASHINGTON .98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 STATE OF WASHINGTON PROJECT NAME BRIDGE RSI '!NC! TUKVI I LA,A DRAWING TITLE FOUNDATION PLAN DATE II -22-16 DRAWN BY SGT CHECKED BY S.D. FILE:2I511 PLAN REVISIONS �2 PLAN 1VIEIN #1 I -24 -IS A-2.1 *3+1 NEW SPREAD FOOTING SCHEDULE D IDTH DEPTH REINFO - yt IS 1'-6" TO i- (2) *4 EACH WAY 24 2'-0" 10" r- 50 2'-6" 10" (3) #4 EACH WAY 36 3'-O" 10" (4) #4 EACH WAY FOUNDATION NOTES: I. SOLID BLOCKING IS REQUIRED AT BEARING WALLS, POINT LOADS, AND SUPPORT BEAMS. 2. 6" MIN. CLEARANCE BETWEEN EXTERIOR GRADE 4 UNPROTECTED WOOD. 3. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. ALL CONNECTORS 4 FASTENERS FOR PRESSURE TREATED WOOD TO BE HOT -DIPPED GALVANIZED STEEL OR EQUIVALENT PER I.R.G. 83141.3. (TYP) 4. PROVIDE MIN. 6 MIL BLACK POLY VAPOR BARRIER, EXTEND UP FOUNDATION WALL. DAMPPROF CONCRETE 4 MASONRY FOUNDATIONS PER IRC. 406.1 10'-8" 5. TIGHT LINES CONNECT ROOF WATER TO THE EXISTING STORM SYSTEM. . UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 1S PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2000 PSF. EXTERIOR FOOTINGS SHALL BEAR I'-6" BELOW FINISH GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. BACK FILL TO BE THOROUGHLY COMPACTED. 41' -IO" DS BLOCK OUT FOR 3'-O" DOOR I'-10" 27'-O" I0 4 r 3j! 21D I0x16 FTG 8" STEM WALL L THICKENED EDGE 0 1 - O O 11 -10- 81_5,1 ' -102"I' -IO SLAB 0 100.0' GARAGE FINISH FLOOR TO BE 6" BELOW STEM WALL THICKENED EDGE 16'-3" SLOPE 4" TO 0.H. DOOR 5 SACK MIX FLOOR 3 1/2" CONCRETE STHDI4 TYP. (2) REQ'D STHDIORJ TYP. (6) REQ'D J MUD 11044 GONG. SLAB 0 100.5' L - 2p Sr* 1 I2'-2" r� FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 5 r 7- 1 1 1 L_ - 61ii 7 6 6'-4" r -1 D5 - 1' L- s'-0" O 1 1 1 L_J 24 r- 24 3'-10" 3'-4" 9'-0" • IS e l s6 ENGINEERS NOTES IQ PROVIDE CONTINUOUS FOOTING FOR SHEAR WALL ABOVE 02 PAB5 FOR HTT 5 ABOVE, SEE DETAIL D NOTE: USE " DIA ANCHOR BOLTS 1"1S"x3"4'4" WASHERS @ 5'-O" O.G. U.N.O. ® (5) %" A.B. REQ'D 13'-9" O r PATIO CONC. HGR2 BASEMENT CONC. in SLAB @ 90.5 1 J 0 TY L 3'-6" 3'-4" o. a'-0" 36 D4 _1 L — A 24 . 3 N 0 J L 31'-0" STHDIO TYP (10) REQ'D 0 LIAR. FLOOR FOUNDATION LAN SCALE: I/4"= I' -O" 1 . 2 3'-5" P5 1 1 I EH L_J 24 DIMENSION VARIES W/ NUBER OF STAIR TREADS 24 l r DOWN SPOUT TYP. 10'-6" L J O 4'-6" JUN 262.01E 4" THICK GONG. STAIR LANDING REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION • RECEIVED CITY OF TUKWILA MAY 092018 PERMIT CENTER AREA: MAIN FLOOR: BASEMENT: TOTAL: 1556 SQUARE FEET 1422 SQUARE FEET 2918 SQUARE FEET '111) D UNPUBLISHED NOW © 2016 STEVEN DONA ARCHITECTURE S T E V EN D,!1►�� � ;rte. ARCHITECTURENA & PLANNING 12040 98TH AVE NE, ## 102 KIRKLAND,WASHINGTON .98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 STATE OF WASHINGTON PROJECT NAME BRIDGE RSI '!NC! TUKVI I LA,A DRAWING TITLE FOUNDATION PLAN DATE II -22-16 DRAWN BY SGT CHECKED BY S.D. FILE:2I511 PLAN REVISIONS �2 PLAN 1VIEIN #1 I -24 -IS A-2.1 *3+1 E UPPER FLOOR PLAN NOTES: I. WINDOW SIZES ff ROUGH OPENINGS TO BE VERIFIED BY CONTRACTOR. 2. WINDOW HEADER HEIGHT AT 8'-0" NOMINAL ABOVE SUBFLOOR, U.N.O. 5. WINDOW MANUFACTURES MUST PROVIDE INSTALLATION INSTRUCTIONS. INSTALLATION MUST COMPLY WITH THE WINDOW'S INSTALLATION INSTRUCTIONS. 4. EXTERIOR WALLS TO BE 2X6 STUDS AT 16" O.C., INTERIOR WALLS TO BE 2X4 STUDS AT 16" O.G., U.N.O. 5. FIREBLOGK ALL PLUMBING PENETRATIONS AND STAIR RUNS PER IRC. SEG. R6O2.8 6. SAFETY GLAZING AS PER IRC. SEC. R506.4 1. TOP OF HANDRAILS SHALL BE PLACED AT 54" MIN. 38" MAX. ABOVE THE NOSING OF TREADS '4 LANDINGS. HANDRAILS SHALL BE CONTINUOUS THE FULL LENGTH OF THE STAIRS. THE HAND GRIP PORTION SHALL NOT BE LESS THAN 14" NOR MORE THAN 2" IN GROSS -SECTIONAL DIMENSION. PROVIDE A SMOOTH SURFACE WITH NO SHARP CORNERS. HANDRAILS PROJECTING FROM A WALL SHALL HAVE A SPACE NOT LESS THAN II" BETWEEN THE WALL AND THE HANDRAIL. PER IRC. R5I1.5.6 8. PROVIDE STAIRWAY ILLUMINATION FOR ALL INTERIOR 4 EXTERIOR STAIRS PER IRC 8505.6 LIGHTING CONTROL FOR STAIR TO BE PROVIDED AT TOP AND BOTTOM OF STAIRS PER IRC 503.6.1 IIOv SMOKE DETECTOR O 110 11/ BATTERY BACKUP. INTERCONNECTED ENGINEERS NOTES Q LOCATE LSL JOIST OVER WALL EXTEND SHEAR WALL SHEATHING 4 NAILING TO JOIST, SEE DETAIL B 5 TO CORNER, SEE DETAIL G ® HTT5 SEE DETAIL 12 NOTE: ALL EXTERIOR WALLS TO BE SW -6 U.N.O. L COLUMN PER STRUCTURAL TYP. I TTI[-TT—I—I- 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ --LLL_1_1_L_LA STHDIO TYP. (10) REQ'D BASEMENT PLAN SCALE: I/4"= l' -O" ts- /x4s UP RISERS 1 3/4" MAX, II" T JUN 2.6 2019 • REVIEWED FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UtKWILA MAY 092018 PERMIT CENTER AREA: MAIN FLOOR: BASEMENT: TOTAL: 1556 SQUARE FEET 1422 SQUARE FEET 2118 SQUARE FEET UNPUBLISHED WORK © 2016 STEVEN DONA ARCHITECTURE S T E V E N NA ARCHITECTURE & PLANNING 12040 98TH AVE NE, # 102 KIRKLAND,WASHINGTON 98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 PROJECT NAME BRIDGE RES I DENGE TUKI LA, YA DRAWING TITLE BASEMENT PLAN DATE II -22-16 DRAWN BY SGT CHECKED BY S.D. FILE:21511 PLAN REVISIONS �2 FLAN REVIEW #11 -24 -IS A-2.2 D r)o3q STRUCTURAL NOTES FOR NEW STRUCTURE DESIGN LOADS: FLOOR DL = 25 PSF LL=40PSF JOISTS: II 74" TJI 110 0 16" 0.G. NOTE: PROVIDE ITS HANGERS 0 ALL FLUSH FRAMED ENDS DECK JOISTS: P.T. 2x10 HF #2 0 12" O.G. NOTE: PROVIDE LUS28 HANGERS 0 ALL FLUSH FRAMED ENDS HEADERS (2) 2x10 HF 4t2 U.N.O. NOTE: PROVIDE (1) 2x TRIMMER 0 ALL HEADERS U.N.O. 144: 5YexI5 1/2 &LB (24F -V4) NO TOP PLATE. STRAP BEAM TO PLATE EA. SIDE 145: 3Ysx9 6L5 BEAMS: NOTE: PROVIDE (2)2x POST 0 ALL BEAMS U.N.O. 56: 3Y2xII% LSL 57: 3Y21 17/8 LSL B6: I%/ax111/s LSL Ba: 51'2x11% LSL 510: I%/.x117/8 LSL 511: (2)2x10 HF *t2 512: (2) 2x10 HF 4*2 515: 51/13,x10)/2 l0)'/2 GLB (24F -V4) P.T. COLUMNS: 02: (2)2x6 HF #2 03: 4x4 P.T. IN/ AC4 4 ABU44 06: (4) 2x6 HF #2 G7: 6x6 P.T. IN/ C0Q66 4 055066 HANGERS: HGR2: HUII HGR3: LUS210-2 NOTE: PROVIDE (2) ROWS OF ) "x4Y2" SDS SCREWS 12" 0.G. LEDGER TO RIM AT ALL DECK LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE PLR JOISTS MAIN FLOOR FRAMING NOTES: 1. MAIN FLOOR FRAMING TO BE 11 1/8 TJI JOISTS 0 16" 0.C. WITH 5/4" 055 T$G SUSFLOOR, GLUED AND NAILED, U.N.O. ADHESIVES SHALL CONFORM TO APA SPEC. AFC, 01. PROVIDE T*G EDGES AT LONG PANEL EDGES. 2. BEARING WALLS ARE SHADED. 5. ALL HEADERS TO SE (2) 2x8 D.F #2 WITH 6'-O" MAX. SPAN, U.N.O. 4. SOLID BLOCKING AT ALL BEARING WALLS, BEAMS, $ INTERIOR SHEAR WALLS. 5. PROVIDE DBLE. STUDS UNDER ALL BEAMS AND HEADERS EXCEPT AS NOTED. MAIN FLOOR FRAMING PLAN SCALE: I/4"= I' -O" HEAVY LINE SHOWS EXTENT OF MAIN FLOOR PLATFORM • JUN2.6MS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWELA HAY 092018 PERMIT CENTER UNPUBLISHED WORK © 2016 STEVEN DONA ARCHITECTURE S T E V E N J NA ARCHITECTURE & PLANNING 12040 98TH AVE N E, # 102 KIRKLAND,WASHINGTON 98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 1 6008 RE ISTRED ECT.. SAVEN P. j STATE OF WASHINGTON PROJECT NAME E3R I t7GE RESIDENCE TUKI^UI LA, lAIA DRAWING TITLE MAIN FLOOR FRAMING DATE 11-22-16 DRAWN BY 56T CHECKED BY S.D. FILE:2I51a PLAN REVISIONS �2 PLAN REVIEW 4t1 I -24 -IS ,4-2.3 CARBON MONOXIDE DETECTOR GMD 1°v SMOKE DETECTOR O 110 IN/ BATTERY BACKUP. INTERGONNEGTED -10'-8" MAIN FLOOR PLAN NOTES: I. WINDOW SIZES 4 ROUGH OPENINGS TO BE VERIFIED BY CONTRACTOR. 2. WINDOW HEADER HEIGHT AT 8'-O" NOMINAL ABOVE SUBFLOOR. WINDOW MANUFACTURES MUST PROVIDE INSTALLATION INSTRUCTIONS. INSTALLATION MUST COMPLY WITH THE WINDOW'S INSTALLATION INSTRUCTIONS. 3. 4. NEW EXTERIOR WALLS TO BE 2X6 STUDS AT I6" O.G., INTERIOR WALLS TO BE 2X4 5TUD5 AT 16" O.G., U.N.O. 5. FIREBLOCK ALL PLUMBING PENETRATIONS AND STAIR RUNS PER IRO SEG. R602.8 b. SAFETY GLAZING AS PER IRC SEG. R5O8.4 7. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. ALL CONNECTORS 4 FASTENERS FOR PRESSURE TREATED WOOD TO BE HOT -DIPPED GALVANIZED STEEL OR EQUIVALENT PER I.R.G. RSI9.3. (TYP) ENGINEERS NOTES 0 BLOCK ROOF SHEATHING PANEL EDGES THIS AREA 0 PROVIDE CONTINUOUS SHEATHING UNDER OVERFRAMING TO WALL TOP PLATE 0 0516 TO WALL BELOW ® HOLD BACK STUD TO ALLOW FOR CONTINUOUS SHEAR WALL SHEATHING NOTE: ALL EXTERIOR WALLS $ GABLE ENDS TO BE 5W-6 U.N.O. 14'-O" P i 1- s WHOLE HOUSE VENTILATION FAN ON TIMER TO RUN 8 HOURS PER DAY 225 GPM (M N.) STHD 10 TYP. (4) REQ'D GARAGE STHD 14 TYP. (2) REG '12 • DN16-R®73/8" I I" READ E3ATI4- TILE in >n ra v..c.5. WINDOW SEAT L:J V.T.O.5. STH • I ORJ TY - (8) - Q'D L I' -IO" 3'-0" MAIN FLOOR. PLAN SCALE: I/4"= I' -O" 14'-10" ,JUN 22.6 RON REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION REC'EWED CITU' OF TUKWILA MAY 092018 PERMIT CENTER AREA: MAIN FLOOR: BASEMENT: TOTAL: 1556 SQUARE FEET I422 SQUARE FEET 2978 SQUARE FEET UNPUBLISHED WORK S 2016 STEVEN DONA ARCHITECTURE S TE VEN ARCHITECTUREhtzt, N & PLANNING 12040 98TH AVE NE, #10 2 KIRKLAND,WASHINGTON 98034 (425)820 -0829 FAX:820-4820 PROJECT NAME BRIDGE SSINCE TUKIN4I LA, 1niA DRAWING TITLE MAIN FLOOR PLAN DATE II -22-I6 DRAWN BY SGT CHECKED BY S.D. FILE:2I51cl PLAN REVISIONS A,12-25-16 /2 PLAN REVIEW *11-24-15 ,' \PLAN REVIEW #2 2 -14 -IS ,4-2 .4 b nes• °IN DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF RAFTERS: 2x8 HF #2 0 24" O.G. NOTE: PROVIDE LSSU28 HANGERS 0 ALL FLUSH FRAMED ENDS RRI: 3x8 CEDAR 0 24" O.G. ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE (2) 2x POST 0 ALL HIPMASTERS 4 GIRDER TRUSSES U.N.O. GTI: GIRDER TRUSS BY TRUSS MANUFACTURER HEADERS: (2) 2x10 HF #2 U.N.O. NOTE: PROVIDE (I) 2x TRIMMER 0 ALL HEADERS U.N.O. 141: 4x10 DF #2 H2: 3Y8xI6Y2 &LB (24F -V4) 145: 5I'8xI2 GLB (24F -V4) HSA: 3Ysxa GLB (24F -V4) BEAMS: NOTE: PROVIDE (2) 2x POST 0 ALL SEAMS U.N.O. 51: 4x8 DF *2 52: 53: 54: 55: TBI: TB2: 3Yex°i GLB (24F -V4) SYBxci GL5 (24F -V4) SY8xl0Y2 GLB (24F -V4) 5Ys.xq GLB (24F -V4) (2)2x10 CEDAR 4x10 CEDAR COLUMNS: CI: (3)2x4 HF 4t2 02: (2)2xb HF #2 03: 4x4 P.T. W/ AC4 4 ABU44 04: bxb CEDAR IN/ AC6 TOP 4 BOTTOM 05: 6x6 CED R G TCI: 6x6 CERA R DET. 2 4 4/SI T02: "SKYLIFT" SKI& -B RISER PER DET. 3/51 HANGERS: HGRI: HUGQ6I0 MANUFAGTURED ROOF TRU55E5 ® 24" O.G. ROOF FRAMING NOTES: I. ALL HEADERS TO BE (2) 2X10 H.F #2 WITH MAX. V-0" SPAN, U.N.O. 2. VENTED EAVE BLOCKING 0 BEARING WALLS. 3. BEARING WALLS ARE SHADED. 4. OVER FRAMED AREA SHOWN AS HATCHED USE 2x6 0 15" O.G. TYP. 5. 6/12 ROOF PITCH, U.N.O. 6. EAVE OVERHANG TO BE 24", U.N.O. 1. APPLY ROOFING IN ACCORDANCE WITH IRC.. SEG. R4105 8. PROVIDE ATTIC ACCESS WITH MIN. OF 22"x30" CLEAR. APPLIANCE SHALL BE ACCESSIBLE FOR INSPECTION, SERVICE, REPAIR 4 REPLACEMENT: (PER MI305.I.3 4 MI505.I.4) GI. ALL TRUSSES SHALL CARRY MANUFACTURER'S STAMP, SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATIONS, SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION, AND WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEER'S CALCULATIONS. 10. TRUSS MANUFACTURER TO SUPPLY ALL BLOCKING AND HANGERS REQUIRED AT MANUFACTURED TRUSSES. 11. TRUSS LAYOUT TO BE REVIEWED AND APPROVED BY TRUSS MANUFACTURER PRIOR TO CONSTRUCTION. CEILING VENTILATION IRO. Sec. 8806 THE NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE AREA OF SPACE TO BE VENTILATED. EXCEPT THAT THE AREA MAY BE 1/300, PROVIDED AT LEAST 50% 4 NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA 15 PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE EAVE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY SAVE VENTS. EAVE VENTS SHALL BE COVERED WITH CORROSION -RESISTANT METAL MESH WITH MESH OPENINGS OF 1/4" IN DIMENSION. ATTIC. AREA 0 UPPER ROOF = 1534 S.F. 1534 S.F. / 300 = 5.11 S.F. REQ'D. VENTING AREA WITH A MINIMUM OF 3" PER LIN. FOOT AROUND THE PERIMETER OF THE ROOF 2.56 SF WILL BE PROVIDED AT THE SOFFIT (WITH VENT BLOCKING 0 4'-O" O.G.) THE BALANCE TO BE PROVIDED WITH CONTINUOUS RIDGE VENTS. 2x8 RAFTERS © 24" O.G. 77z`74v`""fl"74"T�if�r T-7-77 HDR HDR HDR RIDGE 54 HGRI RIDGE :-O SKYLIFT SKIS -B RISER HATCH INDICATES • /y�r:tu ® 24" O.G. P.T. 3x8 ® 24"o.c. SLOPE 6:I2 CLG SLOPE 3:12 SLOPE 6:12 GLC. SLOPE 3:12 SKYLIFT SKIS -B RISER PERGOLA HDR 4:12 @ 24" O.G. HGRI MANUFACTURED SCISSOR TRUSS @ 24" O.G. 1200E FRAMING PLAN SCALE: I/4"= I' -O" T P SKYLIFT SKIS -B RISER ;JUM2QWith . REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION RECEIVEt) CITY OF TUKWILA MAY 09 2018 PERMIT CENTER UNPUBLISHED 1NORK © 2016 STEVEN DONA ARCHITECTURE S T V E N ARCHITECTURE & PLANNING 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425)820 -0829 FAX:820-4820 STATE OF WASHINGTON PROJECT NAME ISR11,6E SSINCe TUKIAI I LA, I' MA DRAWING TITLE ROOF FRAMING PLAN DATE 11-22-16 DRAWN BY SGT CHECKED BY S.D. FILE:2I511 PLAN REVISIONS Al2-26-16 A2 PLAN REVIEV #11-24-15 A-2.5 bro3Li4 SLOPE 6:12 SLOPE 6:12 SLOPE 6:12 12 ILL .I/1n1 111%111.,_ .ld111111111 111x11111114.. 111111ifilft01111111ffil teak �ll111111111 1111x111 11 r/ 1m11i11�1111(r11111s111m11111r11 .•�� .1m1111111111111111111111111111111111111111111110111 mm un11m1mm �•� _ d11111�11111�1111n111111111111111/11m1u1p!!!1I... aa 2x10 CEDAR FASCIA 12 SLOPE 6:12 12 5/4x10 BELLY BAND MAIN FLOOR TOP PLATE IT MAIN FLOOR BASEMENT ( TOP PLATE is) to N BASEMENT SOUTH ELEVATION SCALE: 1/4"= I' -O" PROVIDE FLASHING ON ALL EXTERIOR WINDOWS 4 DOORS PER IRO 8105.5 WINDOW MANUFACTURES MUST PROVIDE INSTALLATION INSTRUCTIONS INSTALLATION MUST COMPLY _ _kVLTH—THE_ LA I N1201^_i'S INSTALLATION INSTRUCTIONS. 5/4x4 TRIM (TYP) 1 12 'l11/1111. ■ ''111111.. `‘4111111ki►_ 11 uu .1111 ■..I�•...I�■.I�..U.I I■■UI. ..l I $1 111U1111/1I1�1111x1111I _.,�I�1 � ._ 11r1111�111�11111 II SLOPE 6:12 12 "11111111m11_ �11Ii•_ (111Ix1L���_ '"I11111. - 1 -1 1 -1 i u u u DOWN SPOUT COMPOSITION ROOFING 5/4x10 FASCIA W/ 2x6 BACKING SHINGLES S" EXPOSURE VINYL WINDOWS, TRIM WITH 5/4x4 5IDE5 AND 2x5 SILL NOTE OVERHANG ON SILL METAL FLASHING ITYP) LAP SIDING INSTALL PER MANF. W/ 5/4x4 CORNER BOARDS :JUNg 6 2018. 2x3 TRIM BAND WITH SLOPED TOP _4. ZFIASkIN ti aft— WEST ELEVATION SCALE: 1/4"= I'-0" rREVIEWED FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TU KWILA MAY 092018 PERMIT CENTER UNPUBLISHED N10RK Q 2016 STEVEN PONA ARCHITECTURE S T E V E NA ARCHITECTURE & P L A N N I N G 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425) 8 2 0— 0 8 2 9 FAX :8 2 0— 4 8 2 0 PROJECT NAME 51‘11,6e SESINCE TUKIAII LA, WA DRAPINGUTH TTfLE SO4 WEST ELEVAT I ONS DATE II -22-16 DRAWN BY SGT CHECKED BY SD. FILE:. ELEV. REVISIONS / PLAN REVIEW #1 1-24-I8 bii-nt•it4 MAIN FLOOR. LOWER FLOOR SLOPE 6:12 • 12 .,411l1 - In, 1tUrlf �i[1t�t-.ii�iiiri�P11` r IIJ 11n�mII1 JIl IjI 1rl■Imrr L► 1 11 ► I ► 11 ! 1 ! r �I Ii., 1 1 riiiminownumm.@In►._ 111 SLOPE 6:12 MAIN FLOOR HANDRAIL a 36" ABOVE STAIR NOSING -i SIM. TOP PLATE MAIN FLOOR BASEMENT TOP PLATE ,r✓'r _ BASEMENT NORM ELEVATION SCALE: 1/4"=I' -O" M I NL7O>4N✓ DOOR SCHEDULE SYMBOL QUANTITY TYPE SHAPE JAMB R.O. AREA (EA) COMMENTS NOTE 0 DOOR A WOOD 6/0x8/0 48 S.F. 3/0x6/8 WOOD DOOR IN/ SIDE LIT'ES $ 1/1 TRANSON WINDOW T Q 2 DBL H6 5 VINYL 2/0x5/4 10.'7 S.F. 2/0x4/0 DBL 1.1G MULLED W/ 2/0x1/1 FIXED TRANSOM C' 1 SLDR G VINYL 6/0)3/4 20 S.F. 6/0x2/0 SLIDER MULLED W/ 6/OxI/I FIXED TRANSOM Q I SLDR G VINYL. 5/0x3/4 16.7 S.F. 5/0x2/0 SLIDER MULLED W/ 5/0x1/1 FIXED TRANSOM T Q 2 DBL H6 B VINYL I/lx5/4 13 S.F. I/1x4/0 DBL H6 MULLED W/ I/1x1/I FIXED TRANSOM Q 1 SLDR G VINYL 6/0x5/4 32 S.F. 6/0x4/0 SLIDER MULLED W/ 6/0x1/1 FIXED TRANSOM E 6O 2 SGD D VINYL 12/0x8/O '16 S.F. Q I SLPR E VINYL 6/0x6/4 38 S.F. 6/0x5/O SUPER MULLED W/ 6/0x1/I FIXED TRANSOM Ci 2 DBLH6 B VINYL 2/6x4/I0 12 S.F. 2/6x3/10 DBL H6 MULLED IN/ 2/6x1/I FIXED TRANSOM Q I DOOR F STEEL 3/0x6/8 20 S.F. 0 I SLDR 6 VINYL 5/0x4/0 20 S.F. MO I 6. POOR H STEEL 8/0x8/0 64 S.F. CARRIAGE DOOR IN/ GLASS AND ARCH TOP PER ELEVATION O1 6. DOOR I STEEL 16/0x8/0 128 S.F. CARRIAGE DOOR W/ 6LASS AND ARCH TOP PER ELEVATION Q 2 SLDR J VINYL 5/0x5/0 25 S.F. E T V 2 SLDR J VINYL 6/0x5/0 30 S.F. E NOTE: ALL WINDOW SIZES TO BE FIELD VARIFIED. T. WINDOW TO BE TEMPERED E WINDOW TO MEET EGRESS REQUIREMENTS I. ALL WINDOWS AND DOORS TO BE NFRG. WSEG. CERTIFIED DOD D gym® A B D 00 F 6 ri H n n J ;JU1N.2.6 2119. EAST ELEVATION SCALE: 1/4"=11-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION O tr CITY OF TUKWILA MAY 0 9 2018 PERMIT CENTER UNPUBLISHED WORK ® 2016 STEVEN DONA ARCHITECTURE S T E V E N N A ARCHITECTURE & PLANNING 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425) 8 2 0— 0 8 2 9 FAX :8 2 0— 4 8 2 0 PROJECT NAME E3R11,6E R!SI !MC! TUKkN I LA, IAA DRAWING TITLE NORTH b EAST ELEVATIONS DATE II -22-16 DRAWN BY SGT CHECKED BY SD. FILE:. ELEV. REVISIONS / PLAN REVIEW #1 I -24 --IS A--5.2 17 D3t4q TYPICAL ROOF SYSTEM: LAMINATED COMP. SHINGLES INTERWOVEN I5# FELT '7/16" 055 ROOF SHEATHING 2x12 RAFTERS g 24" 0.6. OR MANUFACTURED TRUCCZS INSULATION PER ENERGY SPEC. 1/2" G.W.B. CEILING INSULATION: R-58 ® VAULTED CEILING I R -44I ® ATTIC TYP EXT. WALL CONSTRUCTION_ CEDAR LAP SIDING, ATTACH (2) IOd NAILS ® 16" 0.6. INTO EACH STUD. 058 SHEATHING PER SHEAR WALL SCHED. 2x6 ® 16"o4. R -2I INSULATION. 1/2" GWB MAIN FLOOR TOP PLATE FLOOR SYSTEM. 1 1/2" GYPCRETE IN/ RADIANT HEAT MAIN FLOOR 5/4" PLYWOOD SUBFLOOR ADHESIVES SHALL CONFORM TO APA SPEC AFG 01. PROVIDE T$ G EDGE ® LONG PANEL EDGES. FLOOR JOIST PER ENGINEER 1/2" GWB TYPICAL INTERIOR WALLS: 2x4 STUDS @ I6" o,.. 1/2"G.W.B. SHEATHING O EACH SIDE. TYPICAL SLAB ON GRADE: 4" THICK GONG. SLAB IN/ HYDRONIC RADIANT HEATING 4 R-10 RIGID INSULATION 6" CLEARANCE BETWEEN GRADE 4 UNPROTECTED WOOD. BASEMENT TOP PLATE 12 SLOPE 6:I2 KITC -IEN TYPICAL SLAB ON GRADE: 4" THICK GONG. SLAB IN/ HYDRONIC RADIANT HEATING $ R-10 RIGID INSULATION BASEMENT SECTION AA SCALE I/4"= I'-0" NO THERMAL BREAK, STRUCTURAL REQUIREMENTS GOVERN R �Vk D FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0 9 2018 PERMIT CENTER UNPUBLISHED NOW. Q 2016 STEVEN DONA ARCHITECTURE S T E V E N N A ARCHITECTURE & PLANNING 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425)820-0829 FAX:820-4820 PROJECT NAME BRIDGE RSI DENGE TJKIAl I LA, IAA DRAWING TITLE BUILDING SECTION DATE II -22-I6 DRAWN BY SGT CHECKED BY S.D. FILE: 21511/SECT REVISIONS / PLAN REVIEW 4*1 1 -24 -IS PLAN REVIEW 4t2 2 -14 -IS A-4.1 bfloP4 lx CEDAR TRIM 2x3 CEDAR 1x4 CEDAR TRIM 2X4 PRESSURE TREATED 34" MDO OVER BUILDING PAPER 1x4 CEDAR TRIM PREFINISHED MTL. FLASHING PRECAST CONC. CAP SLOPE TOP TO DRAIN 2X4 PRESSURE TREATED STONE VENEER 3/4" P.T. PLYWOOD W/ BUILDING PAPER 2X4 PRESSURE TREATED P 5/8 ANCHOR BOLTS 2 EA_ ON EACH PLATE COLUMN DETAIL SCALE: 3/4"= 1'-0" EXT. WALL PER BUILDING SECTION COUNTERSUNK 4 PLUGGED LAG BOLT PER STRUCT. J,4'J, FASCIA BEYOND COUNTERSUNK 4 PLUGGED LAG BOLT PER STRUCT. KNEE BRAGS SCALE: 3/4"= 1'-0" TYP. ROOF CONSTRUCTION SEE BUILDING SECTION AND SHEAR WALL SCHEDULE SIMPSON HI 0 24" O.G. MANUFACTURED ROOF TRUSS KNEE BRACE PER 5 ON A5.I GABLE END VENT 1x4 TRIM ' BOTTOM (TYP) FASCIA e GABLE ENDS EXTEND OVERHANG SEE ELEVATION FOR DIMENSIONS 1x6 TRIM 2x CORBEL 5/4x10 TRIM W/ (2) SETS OF DBL CORBELS EVENLY SPACED SEE ELEVATION ON A3.1 2x6 RAFTERS ' 24"oc. PROVIDE 2x6 NAILER e WALL 2x4 a 24"o.c. W/ BLOCKING BETWEEN RAFTERS TYPICAL 2x4 EXTERIOR WALL FRAMING W/ HEADER PER PLAN 2x4 FRAMING PER PLAN W/ 3/4" PLYWOOD OVER KNEE BRACE PER 5 ON A5.1 GRADE: 6" CLEAR EARTH TO UNPROTECTED WOOD MIN SLOPE OF 5% AWAY FROM STRUCTURE VENT/AY SECTION soALE 1/2" BAFFLE TO PROVIDE I" MIN. AIR SPACE ABOVE INSULATION. BAFFLES SHALL EXTEND 6" ABOVE BATT INSULATION AND 12" ABOVE LOOSE FILL INSULATION. TYP. VENTED BLOCKING IN/ (4) ad NAIL BETWEEN VENT HOLES. 4" METAL FLASHING 5/4x8 FASCIA VV 2/X6 SUBFASCIA Ix6 T*G CEDAR SOFFIT ETAIL.: TYPICAL EAVES SCALE: 3/4" = 11-0" "THIN SET" TILE PER PLAN WATER PROOF MEMBRANE BARRIER (INSTALLED PER MANUF. SPECIFICATIONS) 1/2" GEMENT BOARD UNDERLAYMENT. FLOOR SHEATHING PER PLAN SHOWER FLOOR SCALE: 3/4" = 1'-0" 1 3/4" MAX. 21" MIN. TREAD (WALLS SIM.) 6'-8" MIN. HEADROOM CONT. HANDRAIL PER IRC SEC. 8311.5.6 2X4 FIRE BLOCKING e MIDPOINT OF EACH RUN (3) 2X12 STRINGERS 5/8" TYPE "X" G.W.B. m AREA BENEATH STAIR 2X4 THRUST BLOCK STAIR DETAIL SCALE: 3/4" = 1'-0" KNEE BRACE PER DET. 5/A5.1 ATTACH TO 6x6 COLUMN PER PLAN CEDAR 2x10 FASCIA LAG BOLTS PER STRUCTURAL BEAM PER STRUCT 4x4 CEDARPOST TOE NAIL TO TOP OF BEAM CEDAR SPACERS AS REQUIRED 2'-4" 4x4 TENON W/ 1/2" CHAMFER PIN TO BEAM W/ COULTER SUNK SIMPSON SDS SCREW CENTER 4 TOENAILED FINISH NAILS TO PREVENT ROTATION DECK ROOF TRUSS SCALE: 1/2" = 1'-0" � O ITIIITIIIT -1 I I=11 I: 4 4" CONC. SLAB ON GRADE c • • II1-111 1I11=1 111=111I- ..a. , q•4 1 —1 1 1— - 1 I—III—I 1 1-1 1 1-1 i 111,;,111I11111I11111 ,III 6ARA6E PDN. 8 SLAB SCALE: 3/4" = 11-0" (TYP) 2x EXTERIOR WALL HOUSE WRAP OVER SHEATHING PER SHEARWALL SCHEDULE. 4" VERTICAL SIDING METAL FLASHING UNDER SIDING, 4 OVER 2x10 BAND. CAULK 4" VERTICAL SIDING 4'-0" 4" CONCRETE PORCH AND STEPS 1'-0" y/11/2" BUILD -OUT TREAD NOSING AS SHOWN. N II-� - ' • -' '..: -. ,:. . � I -III -III ` .., -I IF I1 � i -III_--, . •.. ; �-• . t-. ; . • -., -. • . '. -, -III-III-III-I i 11 11=1 11=1 I I- 1 I-1 11=1 11=11_ 11=111=111=111=1 I I -I 1 I -I I I-111=111=111=1 ' I I -III -III -I 11=1 I I -III -III -I 1 I -III -I -' -'' �III-111=11 I-I1I=111-1111 11 �11111111�111,�1 11111111111 1 SEE PLANS FOR NUMBER OF TREADS 4 RISERS PORCH STEPS SCALE: 3/4" = i'-0" JUN 2.6 2019. Sd*16"O.C. TYPICAL ROOF SYSTEM 2X4 OUTLOOKS ' 48" O.C. 2X BARGE BOARD 2X2 BLOCKING BETWEEN OUTLOOKS RAKE PLATE OR GABLE END TRUSS I6d TOENAIL e 6" O.G_ SHEATHING 2x4 CEDAR CAP W/ TOP BEVELED BOTH DIRECTIONS 1x3 CEDAR • ^IN UNPUBLISHED WORK A 2016 STEVEN DONA ARCTIITECTURE S T E V E N EXT. AILIN6 SCALE: 3/4"= 1'-0" RAKE OR GABLE 0VERHAN6 SCALE: 3/4" = 1'-0" WASHED GRAVEL AT LEAST 1 SIEVE SIZE LARGER THAN PERFORATION 4 COVERED W/ APPROVED FILTER MEMBRANE MATERIAL 4" DIA. DOWN SPOUT TIGHT LINE TO APPROVED DISCHARGE 4" DIA. PERF. PIPE FOOTING - DRAIN FOOTING DRAIN 4 DOWN SPOUT DRAIN MAY CONNCT DOWNSTREAM TO PREVENT BACKFLOW TO FOOTING DRAIN. LASHING a BANOARiP < NP. FOUNaA�TION DRAIN SCALE: 3/4"= 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 162018 City of Tukwila BUILDING DIVISION RECE?VED CITY OF TUKWILA MAY 092018 PERMIT CENTER INSTALL DELTA. -MS PER MANUFACTURE SPECIFICATIONS OYER SPRAY ON WATER PROOF MEMBRANE. RUN DELTA -MS TO FOOTING DRAIN. CONCRETE STEM WALL FREE DRAINING BACKFILL IS I'MAT 5PROO1 I N6 MEMBRANE NA ARCHITECTURE & PLANNING 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425) 820-0829 FAX :820 -4820 PROJECT NAME 5R11:76e SSINCE TU K,I4I I L A, SIA DRAWING TITLE CONSTRUCT ON OVED DATE II -22-15 DRAWN BY SGT CHECKED BY 5D. FILE:21511 DETAIL REVISIONS /3\ PLAN REVIEW #2 2 -14 -IS A --5.I D i1 -o34.1 FLOOR JOIST PER PLAN SHEAR AALL (SEE ANSI/ AF 4 PA SDPWS-2005 TABLE 4.5A ALL SHEAR WALLS TO BE SHEATHED FROM PANEL EDGES. NAIL SPACING 15 FOR ALL PANEL INTERMEDIATE FRAMING MEMBERS. TOP UL 4 SECTION 4.3.3) PLATE TO BOTTOM PLATE. BLOCK ALL EDGES. SPACE NAILS 0 12" 0.G. ALONG 51N-6 V=330 PLF 1/16" OSB, W / 8d (0.113") COMMON NAILS 0 6" O.G. ANCHORAGE (INTERIOR WALLS ONLY) to SINGLE joist (or blkg) below: 1601 0 4" O.G. S1^1-4 V=560 PLF 1/16" OSB, W / ed (0.113") COMMON NAILS 0 4" 0.G. ANCHORAGE (INTERIOR WALLS ONLY) to 4x (min.) BEAM or blkg below 16d 0 3" 0.G. NOTE: USE MIN 3" NOMINAL STUDS 0 ADJOINING PANEL EDGES S1N-3 V=115 PLF 1/16" 035, W / ed (0.113") COMMON NAILS 0 3" O.G. ANCHORAGE (INTERIOR WALLS) to 4x (Min.) BEAM or blkg below: 16d (BOX) 0 2" O.G. NOTE: USE MIN 3" NOMINAL STUDS 0 ADJOINING PANEL EDGES NOTES: THE SHEAR VALUES IN THIS TABLE ARE BASED UPON THE USE OF ad COMMON NAILS WITH A FULL HEAD, A MINIMUM SHANK DIAMETER OF 0.113" AND A MINIMUM PENETRATION OF 1.315" FROM TABLE 4.5A USE 15/32'; 8d VALUES WITH A 0.45 REDUCTION FOR HEM -FIR 4 1.4 INCREASE FOR WIND. 1601 16" 0.C. Mil; 0 SHEAR. WALL EDGE NAILING y RIM JOIST LOCATE SHEATHING JOINT ' 0 COMMON MEMBER 101 SHEAR171 r NSFES @ EXTERIOR LI EXTERIOR WALL (2) ROWS OF Y4" x 4 Y" SDS SCREWS 6 12" O.C. 2 x 10 PT. DECK JOIST W/ LUS28 HANGERS PER PLAN DTT1Z, (4) REQ'D PER DECK 3/s" LAG SCREW W/ 3" MIN. PENETRATION, CENTER ON TOP PLATE DECK LEDGER DETAIL 4x10 CEDAR SCREWS PER SKYLIFT MANUFACTURER SK18-15 RISER SCREWS PER SKYLIFT MANUFACTURER ROOF SHEATHING EXTERIOR WALL PERGOLA 15EAM CONNECTION e 1-10U6E DETAIL (2) 2x10 CEDAR (4) 1/4"x3" SDS SCREWS FRONT 4 BACK (8) TOTAL REQUIRED 6x6 CEDAR QPERGOLA 15EAM CONNECTION ' DECK DETAIL 6x6 CEDAR DTTIZ, W/ 3/a" LAG SCREW MIN. 4" PENETRATION EA. SIDE 5Ysx10)i P.T. GLB PERGOLA POST iSASE' CONNECTION ' DECK DETAIL L NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO FULL BACKFILL OF WALL TRUSSES PER PLAN ad (0.131) a 6" O.G. ROOF SHEATHING VENTED BLOCKING 1-11.0 24" 0.C. 5'-1" (NTS) (2)*4 TOP *4.16"O.G. CENTER 114 WALL, ALT. BENDS *4 10"0.C. (2) * 4 CONT. FOOTING DRAIN 3" CLEAR DETAILFD1 (3) * 4 CONT. FOOTING DRAIN 10d (0.148) 6" 0.C. FLOOR SHEATHING LOCATE LSL JOIST OVER SHEAR WALL EXTEND SHCAR WALL SHEATHING 3" MIN ABOVE TOP PLATE, NAIL SHEATHING TO JOIST PER SHEAR WALL EDGE NAILING NOTE: SLAB ON GRADE MUST SE IN PLACE PRIOR TO FULL BACKFILL OF WALL DETAIL FL)2 9'-0" (NTS) o0 `cl p 0 m CA 4 v e ° 4 a • 4 0 4 -4 ° • d • - DETAIL F1 1 (2)*4TOP EXTERIOR WALL 16d 0 16" O.C. A35 PER PLAN 16d a 16"O.C. 3d (0.131)*4" 0.C. (PLAN VIE)) DETAIL C *4 10" O.C. • 4 e 10" O.C. 1 Y" CLEAR 4J 5" O.G. (5) * 4 CONT. FOOTING DRAIN 3" CLEAR (2) 2 x 1 -IF *2 STUDS HITS NOLDOWN P.T. SILL PLATE (OPTION 1) (OPTION 2) DETAIL FD3 JUN 2.6 201. —REVIEM-D FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION NOTE: SLAB ON GRADE MUST BE IN PLACE PRIOR TO FULL BACKFILL OF WALL d 4 4 . 4 a FOOTING (2)*4TOP GARAGE SLAB 1III1 IIIIII 4 - 3'-3" (NTS) A 3" I v *4 e9"0C *4 e 10" 0.C. 1)z" CLEAR *5.1 9" O.C. (GRADE 60) UNPUBLISHED WORK p 2016 STEVEN DONA ARG ITEGTURE S T E V EN NA ARCHITECTURE & PLANNING 1 2040 98TH AVE NE, #10 2 KIRKLAND,WASHINGTON 98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 PROJECT NAME BRIDGE RESI ENC.E TUKJI LA, ISA DRAWING TITLE STRUCTURAL DETAILS DATE II -22-I6 DRAWN BY SGT CHECKED BY 5D. FILE: 2 I5I c1 DETA I L REVISIONS (1) * 4 CONT. /2 PLAN REVIEIN #11-24-18 r FOOTING DRAIN 3" CLEAR RECEIVED CITY OF TUKW LA MAY 09208 PERMIT CENTER SI ELECTRICAL SYMBOLS 6.F.1. ea GROUND FAULT INTERRUPTER WP WATERPROOF OUTLET Ca DUPLEX OUTLET lO SD. PH A SPLIT DUPLEX WALL MOUNTED CEILING MOUN I Eli RECESSED CAN wail wash recessed can FANLIGHT COMBO EXHAUST FAN SMOKE DETECTOR W/ BATTERY BACK-UP TELEPHONE OUTLET TV A TELEVISION OUTLET SWITCH 3 -WAY SWITCH $4 4-1NAY SWITCH DIMMER SWITCH �TRIGAL PLAN SCALE: I/4"= I' -O" j 17 I-rTT-I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 P APPROVAL REQUIRED `JUM 2 6 0191 RECEIVED CITU OF TUKWILA DEC 292017 PERMIT CENTER UNPUBLISHED WORK © 2016 STEVEN DONA ARCHITECTURE T E V E N ARCHITECTURE & PLANNING 1 2040 98TH AVE NE, # 1 02 KIRKLAND, WASHINGTON 98034 (425) 8 2 0- 0 8 2 9 FAX :8 2 0- 4 8 2 0 6008 REGISTERED ARCHITECT V.......i STEVEN P. DONA STATE OF WASHNVGTON PROJECT NAME SRI r7GE RSINCE TUKIAIILA, IAIA DRAWING TITLE BASEMENT ELETSI CPAL PLAN DATE II -22-I6 DRAWN BY 56T CHECKED BY 5.D. FILE: 21511 PLAN REVISIONS EN -2.2 • 41 I.1, 4. .1, Z.n0S,f5T.R4!MEMINIR L tfl nnt.n,$;,,NIA:1 L_ ELECTRICAL SYMBOLS GROUND FAULT INTERRUPTER WATERPROOF OUTLET DUPLEX OUTLET z SPLIT DUPLEX ii L1-100- 1:4.4111.1 WALL MOUNTED I NCANDESCENT CE I L I NG MOUNTED I NCANDESCENT RECESSED CAN FAN/LINT COMBO EXHAUST FAN V. O.S.. L r MASTER BEDROOM L -i V.T.O.S. 110V SMOKE DETECTOR 1A1,/ 0 BATTERY BACK-UP 5.0. FH TELEPHONE OUTLET Tv A TELEVISION OUTLET 51N1 TCH 5 -INAY SNITCH 4-1A9AY -rC44 DIMMER SV4ITGH LO N VOLTAGE RECESSED CAN (MR -16 13UL) L INF L MAIN FLOOR E SCALE: 1/4"= I' -O" RICAL PLAN 'AM 2 8 7411% RECEIVED CITY OF TUKWILA DEC 2 9 2017 PERMIT CENTER AREA: MAIN FLOOR: BASEMENT: TOTAL: 1556 SQUARE MET 1422 SQUARE• MET 26115 SQUARE FEET UNPUBLISHED 1A1ORK e 2016 STEVEN DONA ARCHITECTURE S T E V N ARCHITECTURE & PLANNING 12040 98TH AVE NE, #102 KIRKLAND,WASHINGTON 98034 (425) 8 2 0 - 0 8 2 9 FAX :8 2 0 - 4 8 2 0 REGISTERED ARCHITECT STEVEN P. DONA STATE OF WASHINGTON PROJECT NAME 5S1D6E RESIDENCE TUKIAIILA, lAtA • DRAWING TITLE MAIN FLOOR ELECTRICAL- 141...AN DATE I I -22-I6 DRAWN BY 56T CHECKED BY S.D. FILE:21511 PLAN REVISIONS fl -39q