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Permit D16-0261 - NGUYEN RESIDENCE - REMODEL AND ADDITION
SINH NGUYEN RESIDENCE 1253751sTPLS D16-0261 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.gov DEVELOPMENT PERMIT 0179002385 Permit Number: D16-0261 12537 51ST PL S Project Name: SINH NGUYEN RESIDENCE Issue Date: 2/10/2017 Permit Expires On: 8/9/2017 Owner: Name: Address: WENDT KAREN A 12537 51ST PL S , TUKWILA, WA, 98178 Contact Person: Name: BEN TRAN Address: 33505 13th PI S, SUITE D , FEDERAL WAY, WA, 98003 Contractor: Name: OWNER AFFIDAVIT - SINH VAN NGUYEN Address: License No: Lender: Name: SINH VAN NGUYEN Address: 12517 51ST PL S , TUKWILA, WA, 98178 Phone: (253) 583-4414 Phone: Expiration Date: DESCRIPTION OF WORK: REMODEL AND ADDITION TO EXISTING SINGLE FAMILY RESIDENCE. Project Valuation: $154,827.48 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $3,831.85 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA 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: 2014 2014 2014 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: 1 Water Main Extension: Water Meter: No Permit Center Authorized Signature: 1&ftb/L1' P Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signatur Date: Z Z 69, 20 1 7 Print Name: \-/1 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: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: 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. 4: 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. 5: 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. 6: 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. 7: Any material spilled onto any street shall be cleaned up immediately. 8: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 9: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 10: 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. 11: 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. 12: 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. 13: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 14: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 15: PAVEMENT MITIGATION FEE APPLIES TO THIS PERMIT (IF THE PAVEMENT IS OPEN CUT) BASED ON yy' x yy' = yyy sq. ft. @ $y.yy PER sq. ft. = $y,yyy = $y,yyy.yy. AS PART OF PUBLIC WORKS FINAL, PUBLIC WORKS INSPECTOR WILL MEASURE PAVEMENT CUT, FOR FINAL PAVEMENT MITIGATION FEE CALCULATIONS. 16: ***BUILDING PERMIT CONDITIONS*** 17: 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. 18: 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. 19: 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. 20: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 21: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 22: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 23: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 24: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 25: 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. 26: 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. 27: 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. 28: 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). 29: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: Provide space between new driveway and existing power pole per Seattle City Light requirements. Coordinate with Seattle City Light and City of Tukwila Public Works Inspector. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING LATH & GYPSUM 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4035 SI -SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. P I2 02-01 Project No. Date Application Accepted: 191.1 1/4-In ipDate Application Expires: '/ (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 017900-2385 Site Address: 12537 51st Ave S. Tukwila, WA 98178 Tenant Name: Sinh Nguyen Suite Number: OWNER Name: Ben Tran _PROPERTY Name: Sinh Nguyen City: Federal Way State: WA Zip: 98003 Address: 1253751st Place S. Email: btran@residentialgrp.corn City: Tukwila State: WA Zip: 98178 CONTACT PERSON — person receiving all project communication Name: Ben Tran Address: 33505 13th Place S. Suite A City: Federal Way State: WA Zip: 98003 Phone: (253) 235-5532 Fax: (253) 944-1972 Email: btran@residentialgrp.corn GENERAL CONTRACTOR INFORMATION Company Name: Address: 125 n 51st Place S. City: Tukwila State: WA Zip: 98178 Phone: (206) 548-6453 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications'Fennit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: Floor: ❑ Yes m..No ARCHITECT OF RECORD Nam ; i/-/-/-% 4/6v -b( Pier Lcte'r\ Company Name: Urbala, LLC. �!`%liC Fla) AS�atl -- Zip i 7 Architect Name: Ben Tran Address: 33505 13th Place S. Suite A City: Federal Way State: WA Zip: 98003 Phone: (253) 235-5532Fax: (253) 944-1972 Email: btran@residentialgrp.com ENGINEER OF RECORD Nam ; i/-/-/-% 4/6v -b( Pier Lcte'r\ Company Name: Urbala, LLC. �!`%liC Fla) AS�atl -- Zip i 7 Engineer Name: Ben Tran Address: 33505 13th Place S. Suite A City: Federal Way State: WA Zip: 98003 Phone: (253) 235-5532 Fax: (253) 944-1972 Email: btran@residentialgrp.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Nam ; i/-/-/-% 4/6v -b( Pier Lcte'r\ e �!`%liC Fla) AS�atl -- Zip i 7 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Remodel & Addition to existing single family residence Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 Compact: Handicap: Will there be a change in use? ❑ Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. 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. H:\ApplicationsV'orms-Applications On Line\201 I Applications\Permil Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 151 Floor 870 972 V13 2"d Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage 587 586 VD Detached Garage Attached Carport Detached Carport Covered Deck 80 50 V Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 2 Compact: Handicap: Will there be a change in use? ❑ Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. 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. H:\ApplicationsV'orms-Applications On Line\201 I Applications\Permil Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): Remodel & Addition to existing single family residence Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation O .. Utility Undergrounding El ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. - WO # ❑ ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private 0 ❑ ...Water Main Extension Public ❑ Private El FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H;Wpplications\Forms-Applications On Line \2011 Applications\Petmit Application Revised - 8-9-I l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date: 09/16/2016 Print Name: Sinh Nguyen Day Telephone: (206) 548-6453 Mailing Address: 12517 51st Place S. Tukwila WA 98178 City State Zip H:\Applications\Fortes-Applications On Line\201 I Applications\Permit Application Revised - 8-9-I I.docx Revised: Aueust 2011 bh Page 4 of 4 r„ BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S 1 A) H N G u `{ 6.14 (.5(g) PERMIT # /6 — 0 2 6 1 0 1253-7 515# pL ..s - If If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 30 0 7So�Sb/lSeo I oo 4/Sao 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) 5. Enter total excavation volume /0 cubic yards Enter total fill volume /0 cubic yards 120 $250 (1) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE — Up to 50 CY Free 51 – 100 $23.50 101 – 1,000 $37.00 1,001 – 10,000 $49.25 10,001 – 100,000 $49.25 for 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 (1+4+5) $ 3-7o 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 ft .' $ / Z o (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. $ 235-% (8) 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 Pt 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 2 (9) U LLE;TI.N,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) CS DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION PEE 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 $625 $6005% $6630 1 $1125 \,, $15,01.50 $16,137.50 1.5 $2425 30,025 $32,450 2 $2825 / $4;040 $50,865 3 $4425 / $96,080 �r $100,505 4 $7825 $150,125 ----...„._;157,950 6 $12525 / $300,250 '31.2,775 Approved 09.25.02 Last Revised 01/15/16 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY PAID PermitTRAK $2,567.53 D16-0261 Address: 12537 51ST PL S Apn: 0179002385 $2,567.53 DEVELOPMENT $1,949.60 PERMIT FEE R000.322.100.00.00 0.00 $1,945.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $513.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $104.43 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R10795 R000.322.900.04.00 0.00 $104.43 $2,567.53 Date Paid: Friday, February 10, 2017 Paid By: SINH VAN NGUYEN Pay Method: CHECK 558 Printed: Friday, February 10, 2017 10:22 AM 1 of 1 CLL SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,264.32 D16-0261 Address: 12537 51ST AVE S Apn: 0179002385 $1,264.32 DEVELOPMENT $1,264.32 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9471 R000.345.830.00.00 0.00 $1,264.32 $1,264.32 Date Paid: Thursday, September 22, 2016 Paid By: SIN VAN NGUYEN Pay Method: CHECK 511 Printed: Thursday, September 22, 2016 10:26 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: s-iiiht Nft��N RE -5, Type of Inspection: Bvit_pikG / 4 Address: 125-37 S/ PL. S, Date Called: Special Instructions: ,vifee. PIA) Date Wanted:` l 2. +19-1 7 p Requester: Phone No: P.Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: .t• K - paiW%NC fj15 . Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. I)16, ozz- CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 \fe Project: /u6-v'G Type f I s ection: Address: �� S /Z- r7 S- / Pt Date Called: Special Instructions: Date Wante a p.m. Requester: Phone No: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: At, Date: S'-/ i REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)16` 024.1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 \K\1 Project: 'tot dl AJ •x'16 Type of Inspection: WALL- l iusaAricKi Address: t2s 7 s/sTP1...S Date Called: Special Instructions: Date WanyQd: y�,� ""- j Ca. p.m. Requester Phone No: kApproved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector: t Date: %l7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 oZcii Project: Sl #J/1 Ai 6raYeJ Type of Inspection: turALL / AA. L 0J Address: I23-5/ Pt S' Date Called: Moll/cc,A. C itA?Ay L'A/ YVo S Special Instructions: Date Wa t d: Want 01/ /7 p.m. Request r: ttfi-Aitek/J//L re ev1-C4e Dc, e. Phone No: Approved per applicable codes. E( Corrections required prior to approval. COMMENTS: .4-4-047,1 Date: g/Z4/I 7 f Moll/cc,A. C itA?Ay L'A/ YVo S rAi i'✓t i S3E 2A.),CAr otv/ Aatfi D ttfi-Aitek/J//L re ev1-C4e Dc, e. i Inspector: .4-4-047,1 Date: g/Z4/I 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D>ect - 636 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ,J409/7 -A/ e / SIAPI Type spect'io�^n: Address:�,- - 125-37 s r S Date Called: Special Instructions: • Date W nt d:. / 7 a.m. a.m. m. Reques r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date{'? REINSPECTION FEE REQUIRED. Prior to next insp!?ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b16 026_ i PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 5 /A A169V c i'i k Typ of Inspection: &L42h( & Address:Date Called: Special Instructions: Date Wanted• _ , a. Request : Phone No: Approved per applicable codes. D Corrections required prior to approval. CO MENTS: DateP g 17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188. (206) 431-3670 Permit Inspection Request Line (206) 438-9350 NG -ate Project: .. 5��)4 i u9 r Type of Inspection: t, uu �)-f ma. /tea? Address:, /2x37 Va PL. S Date Called: Special Instructions: • Date Waw . 2Z/7 a.m p.m. Request : Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: dk- 104z L s//e4-77-#0/6_ /s-,0,AK?, nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)16-021 Project: i AJ6oRaV6ci �oF'-' Typ' f Inspection: S ''4-/'7//4AZ. Address:..r Date Called: Special Instructions: Date Wante4m_ 'Sr/Z2//7 equeste Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 v4\4 Project: -54HVY »-A45'iDtvc€ Type of Inspection: georiNer Doris Address: /2537 57s7 /Li S, Date Called: Special Instructions: Date Wanted: y.- 17-17 a.m p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: AAA-, r- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit p/!.P -bite PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 5,N// /1/) YIN -Rfso WW Type of Inspection: j 'Di' f2Z)6R FRAME Address: /2537 5/sr P, c• Date Called: Special Instructions: Date Wanted: y -77-I% (.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t n s pectoAfri m Date: !7 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. bid •- 2 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r ,,� SbLitii A164 /E2// T Inspection: te1,yalm•AYJ7o J IALALL Address: /2S-37 s-) sr Pi. s Date Called: Special Instructions: Date Wante ii 7/ -7 T'• Requeste . Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 1717 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECT ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 O1? -62(01 Project: Z4'/ .. )6 Vi(N Rfsoiv Type of Inspection: rnv& Address: / z6 7 5 r /1, , 5 Date Called: Special Instructions: Date Wanted: 3-9-8 47 p.m. Requester: Phone No: 'Approved per applicable codes. Corrections required prior to approval. COMMENTS: foor77NG- Inspector: ft5 Date: —� -(7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D16-0261 Grantor: SINH NGUYEN, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 515 PL South and adjacent to 12537 51st PL South. Abbreviated Work Description: Work within the City Right -of -Way for storm drainage, pavement cut & replacement, driveway, undergrounding of power, street use, and traffic control. 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 WHEREOF, said individuals have caused this instrument to be executed this 02 ,day of ((2 , 2017. -Aut "orized Signature /mentor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that SINH NGUYEN 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. NOTARY PUBLIC, in and for the State of p Washington, residing at !AWN I i/ My commission expires: 17161 V DATED this GRANTEE: CITY of TUKWILA By: Print Name: day of race ru Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2017 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 NOTARY PUBLIC, in and for the State of Washington, residing at —� c.(6) a My commission expires: o5/3Rj18 STRUCTURAL CALCULATION Prepared By RESIDENTIAL GROUP, LLC. *World of Designs & Engineers* 33505 13th Place S. Suite A Federal Way, WA 98003 Tel. (253)235-5532, Fax. (253)944-1972 (Job #16-71AE) flLII Prepared For REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2011 Wind Speed = 110 mph, Exposure: "B" REMODEL & ADDITION TO THE NGUYEN RESIDENCE 12537 51st Place S. Tukwila, WA 98178 September 16, 2016 Dik' RECEIVED CITY OF TUKWILA SEP 2 2 2016 PERMIT CENTER Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* BASIS OF DESIGN BUILDING CODE: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATION: DESIGN LOADS 2015 Edition of the International Building Code Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. Wind Speed = 110 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: Roofing 1/2" Plywood Sheating Insulation Trusses & 1/2" GW B Lighting, Mechanical, Electrical, Misc. Flooring 3/4" Plywood Sheathing Insulation Floor Joists & Beams Lighting, Mechanical, Electrical, Misc. 25.00 PSF (snow load) 7.00 psf (15 psf = tile roof) 2.00 psf 2.00 psf 3.00 psf (6 psf = tile roof) 1.00 psf 15.00 PSF Total Dead Load 40.00 PSF (Reducible) 2.00 psf 3.00 psf 1.00 psf 5.00 psf 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 16-71 AE. mcd Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* WOOD: JOISTS & FAFTERS: 2X4 HF#2 2X6 or Larger HF#2 BEAMS: Width of 4" and Less DF#2 Width of greater than 4" DF#2 LEDGERS AND TOP PLATES: Width of 4" and Less HF#2 STUDS: POSTS: 2X4 HF#2 2X6 or Larger HF#2 4X4 HF#2 (unless note on plan) 4X6 or Larger HF#2 (unless note on plan) 6X6 or Larger HF#2 (unless note on plan) GLUED -LAMINATED (GLB) BEAM & HEADER: Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =750 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =750 PSI, E=1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD: Fb=1,700 PSI, Fv=400 PSI, Pc (Perp) =680 PSI, E=1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I -JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 16-71AE.mcd tc(%j ^ 36 r 6 -C2 2 - 6 7-s-- C-0 S 0, IC gil) 1 2s (r-): lis 4,K /•Z Of -t 1A -m-4 9 DF L immas_� EXISTING GABLE END TRUSS EXISTING EXISTING N X S DP2 GABLE END TRUSS EXISTING ROOFEDGE EDGE TO BEHOVE EXISTING L EXISTING ROOF EDGE TO REMOVE C 5:12 p 5:12 4- M MFR COMMON TRUSSES a 14' O.C. AS PER MFG. SPECS. TYP. ESTI=1 GABLE END TRUSS GABLE END TRUSS ROOF FRAMM PLAN S2• GABLE END TRUSS 4X 1=DF2SSAN r EXISTING DECK JOIST TO REMAIN DRILL EPDXIED (2) '4 BARS TOP 4 BOTTOM OF STEM WALL. 5' MIN, EMBEDMENT INTO EXISTING STEM WALL (10' TO NEW WALL Si6!!1� 6 ✓ J DRILL EPDXIED (2)'4 BARS TOP 4 BOTTOM OF STEM WALL. 5' MIN. EMBEDMENT INTO EXISTING STEM WALL 10' TO NEW WALL I NEW FLRJOIST s 16' O.C. L= '4/ co DRILL 4 EPDXIED (2)'4 BARS TOP O� , ( BOTTOM OF STEM WALL. 5' MIN. EMBEDMENT INTO EXISTING \ STEM WALL a 10' TO NEW WALL L , • O SIM INV DRILL 4 EPDXIED (2)'4 BARS TOP BOTTOM OF STEM WALL. 5' MIN. EMBEDMENT INTO EXISTING STEM WALL 10' TO NEW WALL 11- 2X LEDGER TO MATCH FLOOR SYSTEM 2X LEDGER TO MATCH FLOOR SYSTEM 2X10 DF'2 FLOOR JOIST s 16' DL. 2 of :4 BLOCK OUT FOR MECH. WORK / 24 2X10 DF4 FLOOR JOI5 ; o 16' 00, 30 CRAWL SPACE 18' MIN. W/6 MIL VAPOR BARRIER TYP. SIM ■ 24 2X LEDGER TO MATCH FLOOR SYSTEM 24'x18' MIN, 1 CRAWL SPACE 30 ACCESS DOUBLE JOIST �^ )\I P 4' CONC. CONC. EDGE 5)1 1 L J24 DOUBLE JOIST 14' x 1' SCREENED FDN VENTS (5 ) REQ'D 24 (1 )24 L R A/47/4 -PROVIDE ONE LAYER o' EAR TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -2.11ERE THE SEPARATION 15 A FLOOR -CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER GAB, -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1'r' GUS ON THE GARAGE SIDE. SLAB ON GRADE 4' CONC. SLAB ON GRADE 4' COMP. FILL TYP. SLOPE 9/K,' PER FT TOWARD DOOR CONT. FOOTING FOUNDATION FRAMING PLAN Rev: 580004 User: KW -0605873, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam 16-71 ae.ecw:Calculations Description 1. BEAM OVER FAMILY ROOM General Information Section Name 5.125x13.5 Beam Width 5.125 in Beam Depth 13.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 1.150 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 13.50ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 360.00 #/ft #/ft #/ft LL LL LL 600.00 #/ft #/ft #/ft Span= 13.50ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,713.27 psi Fb 2,760.00 psi 0.621 : 1 22.2 k -ft 35.8 k -ft 22.23 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 35.80 fv Fv 119.93 psi 276.00 psi Beam Design OK Maximum Shear * 1.5 8.3 k Allowable 19.1 k 6.750 ft Shear: @ Left 6.59 k 13.500 ft @ Right 6.59 k Camber: @ Left 0.000 in @ Center 0.223 in @ Right 0.000 in Reactions... Left DL 2.54 k Max 6.59k Right DL 2.54 k Max 6.59 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left © Right Dead Load -0.148 in 6.750 ft 1,091.6 L. Defl) ... 0.223 in 0.000 in 0.000 in Total Load -0.385 in 6.750 ft 420.26 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 22.23 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 8.30 k 30.064 in2 276.00 psi 6.59 k 6.59 k Sxx 155.672 in3 CI 6585.400 Sxx Reo'd 96.63 in3 0.00 in3 0.00 in3 @ Right Support 8.30 k 30.064 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Area 69.188 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.977 in 1.977 in Rev: 580004 User: KW -0605873, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam 16-71ae.ecw:Calculations Description 2. GARAGE DOOR HEADER General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 11.250 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 10.00 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary I DL DL DL 30.00 #/ft #/ft #/ft LL LL LL 50.00 #/ft #/ft #/ft Span= 10.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 180.60 psi fv Fb 1,138.50 psi Fv Depth = 11.25in, Ends are Pin -Pin 0.159 : 1 1.1 k -ft 7.0 k -ft at 5.000 ft at 0.000 ft 1.11 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 7.00 13.82 psi 207.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.5 k 8.2 k @ Left 0.44 k @ Right 0.44 k Camber: @ Left 0.000 in @ Center 0.020 in @ Right 0.000 in 0.19 k 0.19 k Max 0.44 k Max 0.44 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.013 in 5.000 ft 9,113.2 L. Defl) ... 0.020 in 0.000 in 0.000 in Total Load -0.030 in 5.000 ft 3,986.92 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 31.887 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 1.11 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.54 k 2.628 in2 207.00 psi 0.44 k 0.44 k Sxx CI 73.828 in3 444.433 Sxx Req'd 11.71 in3 0.00 in3 0.00 in3 @ Right Support 0.54 k 2.628 in2 207.00 psi Bearing Length Req'd Bearing Length Req'd Area 39.375 in2 Allowable fb 1,138.50 psi 1,138.50 psi 1,138.50 psi 0.203 in 0.203 in Rev: 580004 User: KW -0605873, Ver 5.8.0, 1 -Nov -2006 _(c)1983-2006 ENERCALC Engineering Software General Timber Beam 16-71 ae.ecw:Calculations Description 3. BEAM AT PORCH General Information Section Name 4x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 7.250 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 105.00 #/ft #/ft #/ft LL LL LL 175.00 #/ft #/ft #/ft Summary Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 349.45 psi Fb 1,345.50 psi 0.260 : 1 0.9 k -ft 3.4 k -ft 0.89 k -ft at 2.500 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 3.44 Reactions... fv 32.09 psi Left DL Fv 207.00 psi Right DL Maximum Shear * 1.5 Allowable Shear: Beam Design OK 0.8 k 5.3 k @ Left 0.71 k @ Right 0.71 k Camber: @ Left 0.000 in @ Center 0.013 in @ Right 0.000 in 0.28 k 0.28 k Max 0.71 k Max 0.71 k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.009 in 2.500 ft 6,852.8 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.013 in @ Left 0.000 in @ Right 0.000 in Total Load -0.023 in 2.500 ft 2,655.64 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 31.887 Le Cf 1.300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 0.89 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.81 k 3.934 in2 207.00 psi 0.71 k 0.71 k Sxx 30.661 in3 Cl 714.317 Sxx Rea d 7.96 in3 0.00 in3 0.00 in3 @ Right Support 0.81 k 3.934 in2 207.00 psi Bearing Length Req'd Bearing Length Req'd Area 25.375 in2 Allowable fb 1,345.50 psi 1,345.50 psi 1,345.50 psi 0.327 in 0.327 in Rev: 580004 User: KW -0605873, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software General Timber Beam 16-71 ae.ecw:Calculations Description 4. FOUNDATION BEAM General Information Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.500 in 9.250 in Sawn 1.150 Pin -Pin 32.500 pcf Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 234.00 #/ft #/ft #/ft LL LL LL 480.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 5.17 fb 780.39 psi Fb 1,242.00 psi Depth = 9.25in, Ends are Pin -Pin 0.628 : 1 3.2 k -ft 5.2 k -ft at 3.000 ft at 0.000 ft 3.25 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft fv 74.59 psi Fv 207.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.4 k 6.7 k @ Left 2.16 k @ Right 2.16 k Camber: @ Left 0.000 in @ Center 0.029 in @ Right 0.000 in 0.72 k 0.72 k Max 2.16 k Max 2.16 k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.019 in 3.000 ft 3,779.4 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.029 in @ Left 0.000 in @ Right 0.000 in Total Load -0.057 in 3.000 ft 1,264.35 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 3.25 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.41 k 11.666 in2 207.00 psi 2.16 k 2.16 k Sxx 49.911 in3 CI 2163.920 Sxx Req'd 31.36 in3 0.00 in3 0.00 in3 @ Right Support 2.41 k 11.666 in2 207.00 psi Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable fb 1,242.00 psi 1,242.00 psi 1,242.00 psi 0.989 in 0.989 in Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* LATERAL ANALYSIS BASED ON 2015 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force/Resistance. Lines of Force/Resistance will be investigated for both wind and seismic lateral Ioads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7-10 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: —Soils Site Class D (Assumed) —Seismic Design Category Di/D2 1E := 1.0 R := 6.5 Ss := 1.59 S1 := 0.552 Fa := 1.00 F, := 1.5 w, wx For Seismic Use Group I occupancy (ASCE 7-10 Table 11.5-1) Light Framed Walls w/ Wood Shear Panels (ASCE 7-10 Table 12.14-1) Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period Mapped Maximum Considered Earthquake Spectral Response Acceleration 1 -Second Period Site Coefficient based on Site Class & Ss (ASCE 7-10 Table 11.4-1) Site Coefficient based on Site Class & S1 (ASCE 7-10 Table 11.4-2) Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7-05 Eq. 11.4-1 Sms := Ss'Fa Sms = 1.59 ASCE 7-05 Eq. 11.4-2 Smi := S1'F� Smi = 0.83 ASCE 7-05 Eq. 11.4-3 SDS := 3 'Sms SDS = 1.06 ASCE 7-05 Eq. 11.4-4 SDI := 3 'Smi SD] = 0.55 *World of Designs & Engineers* 16-71 AE.mcd Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: S:= 1( 11 S=1.05 cos(atan( 4 JJ 12 ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: Rl := 3469ft2•S (Upper Roof Area) Weight of Structure at Each Level: Story Weight at Main level: wl := 15.psf.(Ri) + 10•psf•9•ft•(P1) Shear at each Level: F := 1.0 V1E:= R (F.SDS•w1) P1 := 2(64ft) + 2(62ft) (Main Floor) F=1.0 for one-story building F=1.1 for two-story building F=1.2 for three-story building (weight of roof, and wall) VIE = 12643.31 lb Story Shear at Main Floor *World of Designs & Engineers* 16-71 AE.mcd Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-10 SECTION 6.5 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 110 mph WIND SPEED Equation 6-18 p=gh[(GCpf) - (GCpi)] Mean Roof Height h := 13.5•ft qh = 0.00256KZKZtKdv2I = Velocity Pressure Evaluated at mean Roof Height h (Equation 6-15) GCpf = Extemal Pressure Coefficients per Figure 6-10 GCpi = Internal Pressure Coefficients per Figure 6-5 K15 := 0.70 K20 := 0.70 K25 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6-3) Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6-3) Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6-3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6-3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6-3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v := 110 Wind Speed per Hours (Figure 6-1). I := 1.0 Important Factor (Table 6-1). *World of Designs & Engineers* 16-71 AE.mcd Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Velocity Pressure ( qZ) Evaluated at Height z (Equation 6-15) 915 0.00256•K15'Kd'v2.1 915 = 18.43 920 0.00256•K20.IQd'v2.1 920 = 18.43 925 0.00256•K25'1Kd'v2.1 925 = 18.43 930 0.00256•K30'1Kd'v2.1 930 = 18.43 940 0.00256•K40•Kd•v2.1 940 = 20.01 Internal Pressure Coefficients (Figure 6-5) GCp• :_ •.18 +/- The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6-10) GCpfl := .56 GCpflE:= .69 GCpf2 :_ .21 GCpf2E:_ .27 GCpf3 := —.43 GCpf3E :_ —.53 GCpf4 := —.37 GCpf4E := —.48 *World of Designs & Engineers* 16-71 AE.mcd n 3 cNt TA!. 1 IDC ,Dr Design by : B.T. 8/8/2016 1:10 PM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* P15.] 915.(GCpfl)•psf 1'15.2 915'(GCpf2)•psf P15.3 g15'(GCpf3)•psf P15.4 := 915•(GCpf4)'psf P20.1 = 920'(GCpfl)•psf P20.2 = 920'(GCpf2)•psf P20.3 920•(GCpt3)•psf P20.4 920•(GCpf4)•psf P25.1 = 925•(GCpfl)•psf P25.2 (1254GCpf2)•psf P25.3 925.(GCpf3)•psf P25.4 g25'(GCpf4)'psf P15.1 = 10.321bft 2 P15.2=3.871bft2 Pi5.3 = -7.931b ft -2 P15.4 = -6.821b ft -2 P20.1 = 10.321bft 2 P20.2=3.871bft2 P20.3 = -7.931b ft -2 P20.4 = -6.821b ft -2 P25.1 = 10.321b ft -2 P25.2 = 3.871b ft -2 P25.3 = -7.93 ]b ft 2 P25.4 = -6.821b ft -2 W IND AT MAIN LEVEL ---(All sides) ---- P 15.1E 915 • (GCpfl E)'psf P15.2E 915•(GCpf2E).psf P15.3E 915.(GCpf3E)•psf P15.4E 9l5•(GCpf4E)'psf P20.1E gar (GCpnE)•psf P20.2E 920.(GCpf2E).psf P20.3E 920'(GCpf3E)•psf P20.4E 920'(GCpf4E)'psf P25.1E := 925•(GCpflE)•psf P25.2E := 925.(GCpf2E)'psf P25.3E 925'(GCpf3E)'psf P25.4E := 925.(GCpf4E)'psf Wl (P15.1 - P15.45ft + (P15.2 - P15.3)'5ft + (P20.2 - P20.3)'2.5ft END ZONE WIND AT MAIN LEVEL (All sides) WIE (P]5.1E - P15.445ft + (P15.2E - P15.345ft + (P20.2 - P20.3)'2.5ft WIND AT MAIN LEVEL-(AII sides) W2 (P15.1 - P15.48.5 ft END ZONE WIND AT MAIN LEVEL (All sides)--- W2E (P15.IE - P15.448.5ft But not Tess than 10 psf over the projected vertical pMlane. W1= 174.171b1 ft W2 = 145.691b ft -1 WIE=211.031bft1 W2E = 183.291b ft -I P15.1E = 12.721bft 2 P15.2E=4.981bft2 P15.3E=-9.771bft2 P 15.4E _ -8.851b ft -2 P20.1 E = 12.721b ft -2 P20.2E = 4.98 lb ft -2 P20.3E = -9.771b ft -2 P20.4E = -8.85 1bft-2 P25.1 E = 12.721b ft -2 P25.2E = 4.981bft 2 P25.3E = -9.771b ft -2 P25.4E = -8.851b ft -2 *World of Designs & Engineers* 16-71AE.mcd EXIST. DECK NEW DINING EXIST. BATH NEW KITCHEN EXISTING HOUSE 4d J 1 .S EXIST. STORAGE NEW JBEDROOM2 OUSE ADDITION NEW LIVING UTILITY WALL WAY CSO Ss X n0 2 CAR TANDEM 4' CONC. cRiP 1-4 1 l7t 4 S11 4 Design by : B.T. 9/21/2016 9:34 AM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot: WI = 174.17Ibft 1 WIE = 211.03 lb ft -1 M Distance between shear wall: L1 := 40•ft Shear wall panels: La := (10.5 + 5.5)ft Percent full height sheathing: Wind Force: va (%:=10•ftl JI 100 10•ft (W1 + WIE) LI 2 2 La Step 2. Seismic analysis on wall La = 16 ft Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 % = 100 va = 240.75 lb ft 1 va = 240.75 Ib ft -1 Co Wind loads per foot Seismic Weight per level: VIE = 12643.31 lb Seismic Force: Ea :- VIE Ll 0.7p Lt 2 La Assumed p := 1.0 Bldg Width in direction of Load: Lt := 64.ft Ea = 172.861b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Ea = 172.861b ft 1 Co Seismic loads per foot Overturning Moment on Wall: La := 5.5•ft OTM := va•La•Pt Plate Height: Pt := 9.4ft OTM = 11917.191b ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•La + 0.6•(10•psf)•Pt•La La DLRM := WR• - 2 Holdown Force & Net Uplift: DLRM = 10891b ft OTM - DLRM HDFa Co•La Step 4. Shear Wall Summary: HDFa = 1968.76 lb Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•1b CD := 1.33 Z'N := ZN•CD Z'N Bp :_ - Bp = 0.67 ft va Z'N = 162.26 lb Per Nail Anchor Bolt Spacing (2003 NDS Table 11E1 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir As := 1030.1b CD := 1.6 ZB := As.CD ZB = 1648 lb ZB.Co As := As = 6.85 ft va Per Bolt Wind Force: Seismic Force: va = 240.75 lb ft -I Co Ea Co = 172.86lbft1 B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: Bp=0.67ft 16d @ 8" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf As = 6.85 ft- HDFa = 1968.761b 5/8" AB. @ 60" o.c. STt{t2taRf TrfQ 10 *World of Designs & Engineers* 16-71 AE. mcd Design by : B.T. 9/21/2016 9:34 AM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Shear wall line B: Step 1. Wind analysis on wall Wind Toads per foot: WI=174.171bft1 Distance between shear wall: WIE=211.031bft1 L1 := 40 -ft L2 := 24 -ft Shear wall panels: Lb := (16.5 + 11.5)ft Lb = 28 ft Percent full height sheathing: Wind Force: vb %:-(10•ft -)•100 10 -ft Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 (W1+WIE) Ll+L2 %=100 2 2vb = 220.12lb ft l vb - = 220.121b ft 1 Lb Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: VIE = 12643.31 Ib Seismic Force: Eb VIE L1 + L2 0.7p• Lt 2 Lb Assumed p := 1.0 Eb=158.041bft1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 64 -ft Eb 1 c- = 158.041bft Co Seismic loads per foot Overtuminq Moment on Wall: Plate Height: Pt := 9.0 -ft Lb := 11.5•ft OTM := vb•Lb•Pt OTM = 22781.951bft Dead Load Resisting Overtuminq: Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122•Ib CD := 1.6 Z'N := ZN•CD Z'N = 195.21b Z' Per Nail WR := 0.6(15-psf)•2•ft•Lb + 0.6•(10•psf)-Pt-Lb Bp := v- b Bp = 0.89 ft L Anchor Bolt Spacing (2003 NDS Table 11E) DLRM := WR. -b DLRM = 4761lbft 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir 2 Holdown Force & Net Uplift: OTM - DLRM HDFb Co -Lb Step 4. Shear Wall Summary: HDFb = 1567.041b AS := 830.1b CD := 1.6 ZB := AS -CD ZB = 13281b ZB• Co As := As = 6.03 ft vb Per Bolt Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vb = 220.121bft 1 co= 158.041bft1 Co Bp = 0.89 ft 16d @ 8" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 494 plf Seismic Capacity = 353 plf As = 6.03 ft HDFb = 1567.041b 5/8" AB. @ 48" o.c. Holdown Types: HDU2 & STHD1ORJ PER PLAN *World of Designs & Engineers* 16-71 AE.mcd Design by : B.T. 9/21/2016 9:34 AM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Shear wall line C: Step 1. Wind analysis on wall Wind loads per foot: W2 = 145.69lbft 1 W2E = 183.291bft1 Distance between shear wall: , Li :_ (14.5)ft Shear wall panels: Lc := (9 + 17)ft Lc = 26ft Percent full height sheathing: Wind Force: vc C10ft1 := J 100 10•ft (W2 + W2E) L1 2 2 Lc Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 % = 100 vc = 45.87 lb ft-] vc = 45.87 lb ft 1 Co Wind loads per foot Seismic Weight per level: Seismic Force: E:= VIE = 12643.311b VIE L1 0.7p•—Lt 2 Lc Assumed p := 1.0 Bldg Width in direction of Load: Lt := 62 -ft Ec = 39.81bft 1 Step 3. Checking Overturning Moment & Holdown on Wall Ec = 39.81b ft Co Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.0.ft Le := 9•ft OTM:= vc•Lc•Pt OTM = 3715.35 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)-7•ft•Lc + 0.6•(10•psf)-Pt•Lc Lc DLRM := WR.— DLRM = 4738.51b ft Base Plate Nail Spacing (2003 NDS Table11N) 16d Common Nails & 1-1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD ZN Bp :_ — Bp = 3.54 ft vc Z'N = 162.26 lb Per Nail Anchor Bolt Spacing (2003 NDS Table 11E1 Holdown Force & Net Uplift: 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir HDFc OTM - DLRM C0 Lc Step 4. Shear Wall Summary: HDFc = -113.68 lb As := 830•lb CD := 1.6 ZB := As•CD ZB = 1328 lb As := ZB Co As = 28.95 ft Per Bolt vc Wind Force: Seismic Force: vc 45.871b ft Ec = = 39.8lbft C0 Co B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 3.54 ft As = 28.95 ft HDFc = -113.681b 16d @ 16" o.c. 5/8" AB. @ 60" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Types: No Holdown *World of Designs & Engineers* 16-71AE.mcd • Design by : B.T. 9/21/2016 9:34 AM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Shear wall line D: Step 1. Wind analysis on wall Wind loads per foot: W2 = 145.691b ft 1 W2E = 183.291b ft -I Distance between shear wall: Shear wall panels: L1 := 17•ft L2 := 21 -ft Ld := (23 + 12.5)ft Ld = 35.5 ft Percent full height sheathing: (%:= -10-ft) 100 10.ft Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 (W2 + W2E) Ll + L2 % = 100 Wind Force: vd :- 2 2 vd = 88.04lb ft 1 vd = 88.041b ft Ld Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: VIE = 12643.31 Ib Seismic Force: Ed :_ 07p VIE L1+L2 Lt 2 Ld Assumed p := 1.0 Bldg Width in direction of Load: Lt := 62•ft Ed = 76.41b ft -1 Step 3. Checking Overturning Moment & Holdown on Wall Ed = 76.4 Ib ft -I Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt := 9.0•ft Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1-1/2" Plate Hem -Fir Ld := 12.5•ft OTM := vd•Ld•Pt OTM = 9904.4lbft Dead Load Resisting Overturning: WR := 0.6(15•psf)-16-ft-Ld + 0.6•(10-psf)•Pt•Ld Ld DLRM := WR. - 2 Holdown Force & Net Uplift: DLRM = 15468.751b ft OTM - DLRM HDFd Co.Ld Step 4. Shear Wall Summary: HDFd = -445.151b ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b Z'N B :=- B =1.84ft P vd P Per Nail Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir AS := 830 -lb CD := 1.6 ZB := As.CD ZB = 13281b As := ZB Co As = 15.08 ft Per Bolt vd Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vd= 88 04 Ib ft 1 Ed = 76.41b ft • 1 Bp = 1.84 ft As = 15.08 ft HDFd = -445.151b Co Co 16d @ 16" o.c. 5/8" AB. @ 60" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Types: No Holdown *World of Designs & Engineers* 16-71 AE.mcd Design by : B.T. 9/21/2016 9:34 AM PROJECT : 16-71AE Residential Group LLC. *World of Designs & Engineers* Shear wall line E: Step 1. Wind analysis on wall Wind loads per foot: W2 = 145.69Ibft1 Distance between shear wall: L1 := 24•ft L2 := 21 -ft Shear wall panels: Le := (7 + 8 + 9.5)ft Le = 24.5 ft Percent full height sheathing:10•ftl 9 % := 100 % = 100 10.ft W L1+L2 2 Wind Force: ve := 2 ve = 133.81b ft1 Ve = 133.81b ft -1 Le Co Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore Co := 1.00 per IBC Table 2305.3.8.2 Wind loads per foot Seismic Weight per level: VIE = 12643.31 lb Seismic Force: Ee 07p VIE LI + L2 Lt 2 Le Assumed p := 1.0 Bldg Width in direction of Load: Lt := 62 -ft Step 3. Checking Overturning Moment & Holdown on Wall Ee = 131.091bft1 Ee = 131.09lbft 1 Seismic loads per foot Co Overturning Moment on Wall: Plate Height: Pt:= 9.0•ft Base Plate Nail Spacing (2003 NDS Table11N) Le := 7 -ft OTM := ve•Le•Pt OTM = 8429.49lbft 16d Common Nails & 1-1/2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122•1b CD := 1.33 Z'N := ZN CD Z'N = 162.26 lb Per Nail WR := 0.6(15•psf)•12•ft•Le+ 0.6-(10•psf)-Pt-Le 13,:= ZIN B = 1.21 ft ve p Le DLRM := WR. - 2 DLRM = 3969lbft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1-1/2" Plate Hem -Fir Holdown Force & Net Uplift: HDFe OTM – DLRM Co -Le Step 4. Shear Wall Summary: HDFe = 637.21 lb As := 830•lb CD := 1.6 ZB := As -CD ZB' Co As :– As = 9.93 ft ve ZB = 1328 lb Per Bolt Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: ve= 133.8lb ft 1 Ee = 131.09 lb ft 1 Co Bp = 1.21 ft As = 9.93 ft HDFe = 637.21 lb Co 16d @ 12" o.c. 5/8" AB. @ 60" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Types: LSTHD8RJ PER PLAN *World of Designs & Engineers* 16-71 AE. mcd Geotechnical Engineering Report 12537 51st 131 S Tukwila, Washington P/N 0179002385 December 16; 2016 fr, prepI.red for: Nguyen '12 17'5H P1fS, Tukwila, as iigton 98178 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P808 -T16 REVIEWED FOR CODE CONPLIAWCE fiRPFOkfLiU FEB 02 2017 -City, of Tukwila BU1LDI.NG; DIV1SION. �• 1;. RECEIVED JAN 252017 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER ORRECflON LT R# �.._..... AIb,O219 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Drainage Systems 8 4.5 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Location and Depth of Exploration 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 A-2 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 December 16, 2016 Sinh Nguyen 1251751stP1S Tukwila, WA 98178 Attention: Sinh Nguyen Subject: Geotechnical Engineering Report 12537 51st PI S Tukwila, Washington P/N 0179002385 MGI Project P808 -T16 Dear Mr.Nguyen: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements proposed for your residential parcel in Tukwila, Washington. This report has been prepared for the exclusive use of Sinh Nguyen, and his consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of a fully developed, 0.17 -acre residential parcel in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject parcel is situated along the west side 51st PI S, and trends lengthwise from northeast to southwest; extending approximately 98 feet along this orientation, and spans ± 75 feet from northwest to southeast. An existing 870 sf residence occupies the central portion of the southern half of the property, with a detached garage being located immediately north of the west end of the residence. The northeast corner of the parcel is occupied by an asphalt driveway and an adjacent garden area. The western third of the property is utilized as backyard space. The existing residence was originally constructed in 1943, with the garage being added later during 1967. Improvement plans involve the demolition of the detached garage, removal of the existing driveway, and the construction of a new addition onto the existing residence, which will include an attached garage. The new addition/attached garage will expand the building footprint of the existing residence towards the north; close in proximity to the northern property line. Page 1 of 11 Sinh Nguyen —12537 51st P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on November 18, 2016. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • One test pit exploration (designated TP -1), advanced on November 18, 2016; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional location and termination depth of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of the test pit. TABLE 1 APPROXIMATE LOCATION AND DEPTH OF EXPLORATION Exploration Functional Location Termination Depth (feet) TP -1 Northern lot, western half of parcel 10 The specific number and location of our exploration was selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the exploration performed and utilized for this evaluation reveals subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pit was excavated with a rubber -tracked backhoe operated by an excavation contractor under subcontract to the client. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in our test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. Migizi Group, Inc. Page 2 of 11 Sinh Nguyen —12537 5151 P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3_1 Surface Conditions As previously indicated, the project site consists of a fully developed, 0.17 -acre residential parcel, which is largely occupied by an 870-sf residence, detached garage, and asphalt driveway. Vegetation on site is limited to ornamental lawn space, shrubbery, and thin trees, most of which is located within the western third of the parcel, or backyard area. The subject parcel is located within the moderately populated Allentown neighborhood, of King County, Washington. The project site is bordered along the north, south and west by developed residential parcels, and along the east by 51st P1 S. The project area is located approximately 400 feet east of the Duwamish River. Topographically, the site is relatively level, with approximately 5 feet of elevation change observed over its extent. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions We observed subsurface conditions by advancing an exploratory test pit immediately northeast of the detached garage, near the contact between the garden area and asphaltic driveway. Underlying a ± 4 -inch section of asphaltic concrete, we encountered approximately 18 inches of fill soils. This material was poorly consolidated, and comprised of fine sand with silt and brick debris. Beneath the fill horizon, we observed native alluvial soils, consisting of silty sands and sandy silts. This soil group was continuous through the termination of our test pit exploration; a depth of 10 feet. Alluvial soils were generally in a loose/soft in situ condition, and mottling was present from a depth of 6 to 10 feet below existing grade. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface exploration generally corresponds with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration log (Appendix A) provides a detailed description of the soil strata encountered in our subsurface exploration. 3_3 Groundwater Conditions We did not encounter groundwater in our subsurface exploration which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121 to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor Migizi Group, Inc. Page 3 of 11 Sinh Nguyen —12537 5151 P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, the site is underlain by fine-grained alluvial soils beneath a surficial fill horizon. This soil group should be considered marginally permeable, though limited infiltration may be feasible. Infiltration analysis and recommendations were performed by a third party. 3_5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.487 g SMS = 1.338 g SDs = 0.892 g Si = 0.557 g SMI = 1.336 g SDI = 0.891 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0 seconds is 1.34 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. The silty sand alluvial stratum encountered beneath a depth of 6-10 feet is marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of the detached garage, removal of the existing driveway, and the construction of a new addition onto the existing residence, which will include an attached garage. The new addition/attached garage will expand the building footprint of the existing residence towards the north; close in proximity to the northern property line. We offer these recommendations: • Feasibility: Based on our field exploration, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. Migizi Group, Inc. Page 4 of 11 Sinh Nguyen —12537 515t P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016. P808 -T16 • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structures. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Over - excavations should maintain a 1:1 (H:V) distance from the bottom of existing foundation elements of the residence in an attempt to limit undermining of the structure. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Migizi Group, Inc. Page 5 of 11 Sinh Nguyen —12537 51St P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 Site Excavations: Based on our exploration, we expect that shallow excavations will encounter fine- grained alluvial soils, which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1/H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Fine-grained Alluvial Soils: Underlying the asphaltic driveway and thin fill horizon, we encountered silty sands and sandy silts, which extended through the termination of our test pit exploration; a depth of 10 feet. These soils are extremely moisture sensitive and will be difficult, if not impossible to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Migizi Group, Inc. Page 6 of 11 Sinh Nguyen —12537 5151 P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for proposed addition/attached garage if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Over - excavations should maintain a 1:1 (H:V) distance from the bottom of existing foundation elements of the residence in an attempt to limit undermining of the structure. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Migizi Group, Inc. Page 7 of 11 Sinh Nguyen -12537 515' P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4_4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Migizi Group, Inc. Page 8 of 11 Sinh Nguyen —12537 51st P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Migizi Group, Inc. Page 9 of 11 Sinh Nguyen -12537 515' P1 S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Sinh Nguyen -12537 515' Pl S, Tukwila, WA Geotechnical Engineering Report December 16, 2016 P808 -T16 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff Geologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer 2 0 0 0 0 0 TS TOPO! map panted on 12,10516 from "Untided.tpo' 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W 122°14.000' W WGS84 122°13.000' W 16Y 122°19.000' W 122°18.000' W 122°17.000' W 122°16.000' W 122°15.000' W 1 _ 5 __. IIAE I MO El i 11105 1E asndoahTOPOEGc (rm'm eomii cestobo) 122°14.000' W WGS84122°13.000' W Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 12537 51st PI S Tukwila, Washington P/N 0179002385 Topographic and Location Map FIGURE 1 P808 -T16 W -E TEST PIT LOCATION TP -1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 12537 51st PI S Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: Dec. 2, 2016 JOB NO. P808 -T16 SCALE: nts FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT O a ao z 0 z z z z 0 0 -J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW :mP.-I ••'! �' 'b• WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GPo•t:S° �: D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO.4 SIEVE GRAVELS WITH GM oo J SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT � MIXTURES OVER 15% FINES GC �1 MIXT� CLAYEYURES GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY SANDS CLEAN SANDS WITH LITTLE SW ••••••• WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP .' 1 .• POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM :'.'':.• SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC ! ' ' CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _ — – ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt P; 'I ,, ,,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R -Value I Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test I I Auger Cuttings TC Cyclic Triaxial iii Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability E Water Level at Time of Drilling PP Pocket Penetrometer Y Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA FigureA-1 MIGIZI iililil GROUP 411M111 Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Sinh Nguyen PROJECT NAME Geotechnical Report PROJECT NUMBER P808 -T16 PROJECT LOCATION 12537 51st PI S, Tukwila, WA DATE STARTED 11/18/16 COMPLETED 11/18/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber -tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — Io DEPTH b (ft) SAMPLE TYPE NUMBER vi v vi GRAPHIC LOG MATERIAL DESCRIPTION 0.3 Asphaltic Concrete - - >- - _ _ SP- SM ���:� •4 W iii . (SP -SM) Brown fine sand with silt and brick debris (very loose, moist) (Fill) 1.5 2.5 (ML) Light brown sandy silt (soft, moist) (Alluvial Deposits) s _ _ ' 5.0 ML i i • _ _ 6.0 7.5 (SM) Brown mottled fine silty sand (loose, moist) (Alluvial Deposits) - - 10.0 SM 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. 2/1/2017 City of Tukwila Department of Community Development BEN TRAN 33505 13th P1 S, SUITE D FEDERAL WAY, WA 98003 RE: Permit Application No. D16-0261 SINH NGUYEN RESIDENCE 12537 51ST AVE S Dear BEN TRAN, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 9/22/2016, 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 UNDER REVIEW and is due to expire on 3/22/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle Ripley Permit Technician File No: D16-0261 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development September 30, 2016 BEN TRAN 33505 13th P1 S, SUITE D FEDERAL WAY, WA 98003 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0261 SINH NGUYEN RESIDENCE - 12537 51ST AVE S Dear BEN TRAN, 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 NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 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. Please provide a Geotechnical report analysis of the site soils by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. (IRC R401.4) 2. Provide a detail for the footing drainage system for the addition and show connecting to the existing footing drains or to a designed system as recommended by the Geotech Engineer. 3. Revise the labels for elevations to be identified as North, East, South and West. 4. Provide north arrow on the plan views. 5. Provide notes to indicate the storage room un -conditioned space (assumed) and specify the walls separating the storage provided with R-21 insulation. 6. Provide a typical elevation cross section of the new construction showing crawl space, floor, exterior wall and roof construction specifying insulation and exterior finishes sheathing and vapor barriers and any other related elements specified for each. Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DEPARTMENT: MAX BAKER at 206-431-3683 if you have questions regarding these comments. • Building footprint is too large for the lot size. According to TMC 18.10.057, a 7,500 square foot lot can accommodate residential structures with a footprint of up to 2,531.25 square feet (33.75% of the lot area). The current proposed structure has a total footprint of 2,938 square feet. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Provide a completed Public Works fee estimate sheet for Public Works activities to be completed as part of this Building permit. (See Public Works Bulletin A2 - enclosed.) 2. Revise site plan to include (1) water main within 51st PL South (2) existing 3/4" water meter with water service line showing connection to existing water main (3) show and label any proposed pavement cuts within street (4) undergrounding of power from existing power pole to house (5) on-site drainage infiltration trench and/or dispersion trench (6) catch basin within street with on-site drainage connection — if applicable (7) drainage flow arrows and downspout connection(s) to storm drainage system (8) F.F. elevations and spot elevations (9) infiltration trench and dispersion trench details — as applicable (10) existing sanitary side sewer (11) show & label on plan sheet any proposed storm drainage, location of existing power pole, power and other utilities (gas, cable, telephone, etc.), (12) show & label existing fire hydrant with distance to property line. (as applicable) (See sample site plan — enclosed) 3. Work within the 51st PL South Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a ROW Hold Harmless Agreement for work within the Public Right -of -Way are required. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that 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. If you have any questions, I can be reached at 206-431-3655. Bill Rambo Permit Technician File No. D16-0261 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0261 DATE: 01/23/17 PROJECT NAME: SINH NGUYEN RESIDENCE SITE ADDRESS: 12537 51ST AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A -S Building Division Public Works Fire Prevention Structural fix? /jP X41 Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 01/24/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 02/21/17 ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) Notation: cad iMl ts n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0261 DATE: 09/26/16 PROJECT NAME: SINH NGUYEN RESIDENCE SITE ADDRESS: 12537 51ST AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: BuildingAl- Co or2 IA* A Division ire Prevent ion gri Planning Division IN b\ Cov Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/27/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 10/25/16 ❑ Approved with Conditions (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only (,��),. CORRECTION LETTER MAILED: — I ' .J� Departments issued corrections: Bldg Fire ❑ Ping PWStaff Initials: VV 12/18/2013 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 must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1-17--17- Plan Check/Permit Number: D16-0261 ❑ 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: Sinh Nguyen Residence Project Address: 12537 51 Ave S RECEIVED CITY OF TUKWILJ. JAN 1 7 2017 PERMIT CENTER Contact Person: Phone Number: Summary of Revision: 29 .0F & 0 N'2wc-� II on 47L*ll 2- PP NI E P > 2 - St! C. -J Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: /„a/ Entered in TRAKiT on _0 (((7/I 7 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING ) JV71.4 O4\f"( T f C,c\ i" 1' , states as follows: [please print na PERMIT NO: 1)1.0 O' /' V/ Oiyieow7. 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. Owner/Owner's Agent* Signed and sworn to before me this — day of NOTARY PUBLIC in and for Residing at 1 -` Name as commissi ,201'7. e State of Washington ed, aa4141C12* 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 46.70 RCW who shall warranty service and repairs under chapter 46.70 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 the above work is performed by a registered contractor; ii. 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 certified residential 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 limited 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. • 0 EL=19.80 0 0 0 0 0 - 0 nr n 1 1 1 1 1 1 1 1 1 1 1 11111 lllllllllll114— o llllllllllllllllllll 11111111111111llllll ll m 11111111111111 w m llllll111111lllll ¢ I •'J1111111111111111111 Waa. 0 mu 111111111111111 wo q.11111111 O lllillllll llllllll o I 111♦l.11llll�llllllll `�' o lllll,lllll llllllll llll �..11llmum . llllll�;ll1;11111111F.X'HN`' �uu1-1114i14-1-1.1-1.1_11-11 L.-- '‘,—/ ----� 0 0 0 0 INSTALL SILT FENCE SEE DETAIL THIS SHEET (TYP) 4" PERF. FOOTING DRAIN @ SLOPE TO DRAIN 0 N32°3126"W 100.00' n n 5'BSBL n 0 EX. GARAGE TO BE DEMOLISHED EL=19.00 n EX. POWER POLE D ' D A A . A A A f�3 :;; PROPOSED ADDITION FFE=20.00 EX. ASPHALT PAVEMENT TO BE REMOVED .XIS-1N SAWCUT & MATCH EX. PAVEMENT 20' 1 "\ EX. ASP IALT DRIVEWAY TOBEUSEDFOR /%/% NGUYEN RESIDENC PARCEL #:0179002385 SITE ADDRESS: 12537 51ST AVE S TUKWILA, WA 98178 LEGAL DESCRIPTION: ALLENTOWN ADD PLAT BLOCK: 12 PLAT LOT: 27-28-29 LOT SIZE: 7,500 SQ. FT. LOT COVERAGE: EXIST. BUILDING/GARAGE: BUILDING ADDITION: DRIVEWAY, SIDEWALK, PATIO(S): TOTAL IMPERVIOUS: YARDS: FRONT SIDE N SIDE W REAR LEGEND: STOCK PILE REQUIRED 20'-0" 5,-0" 5'-0" EXISTING 885 1,507 337 2,729 SF SF SF SF ACTUAL 20'-0" 7'-6" 5'-0" 16'-0" TOPSOIL, SEEDING, MULCHED CONSTRUCTION ENTRY SILT FENCE CLEARING LIMITS DRAINAGE DIRECTION EXIST. EXIST EXISTING EXISTING b PROVIDE 10' X 4' CONST. ENTRY PER CITY STANDARD EXIST. POLE EXIST. FIRE HYDRANT POWER \ TO BE DEMO 54 NOS SCOL 111 10' N LLQ 0 J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: 0 -o L 0 RECEIVED CITY OF TUKWILA JAN 172017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED FEB 022017 City of Tukwila BUILDING DIVISION BY: A.H. DATE: 9-21-16 CHECKED: B.T. SHEET H SITE PLAN JOB NO. 6-71 AE tc; r GENERAL NOTES: CODES: DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF........_..._... _ _.__. 25 PSF (PG) FLOOR 40 PSF DECKS 60 PSF LATERAL WIND..... EXPOSURE B 110 MPH SEISMIC PER ZONE D SITE WORK: UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED THE FOUNDATION DESIGN 15 BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 1500 PSF. EXTERIOR FOOTING SHALL BEAR 18' MINIMUM BELOW FINISHED GRADE UNLESS NOTED OTHERWISE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. ALL BACK FILL MATERIAL SHALLBE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLOMNS. INSULATION AND MOISTURE PROTECTION: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I-1 INCH CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6 -INCHES ABOVE BATT INSULATION. BAFFLES TO EXTEND 12 -INCHES ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATT. FRICTION FIT FACED BATT. USE 4 MIL (0.004') POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATING OF ON (MAX) R-10 INSULATION UNDER ELECTRIC WATER HEATERS. I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICE THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CALKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED 'FIRE -RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13 SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MADE TIGHTLY FITTING. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BAARRIER SHALL BE PROPERLY INSTALLED IN FLOOR DECKS, IN ENCLOSED FRAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS INSETSTAPLED BATT WITH A PERM RATING LESS THAN ONE MAY SE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL SE PLACED NOT MORE THAN 8 -INCHES AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEEEINCH. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OF EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATION AREA FOR ATTIC VENTILATION MAY BE 300 OF THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IN INSTALLED ON THE WARM SIDE OF THE INSULATION. EXTERIOR DOORS/EXITS: IRC R3II AT LEAST ONE EGRESS DOOR SHALL BE PROVIDED TO EACH DWELLING. THE EGRESS DOOR SHALL BE SIDE -HINGED AND WITH A MINIMUM CLEAR WIDTH OF 32' IN WIDTH AND NOT LESS THAN 18' IN HEIGHT, MEASURE FROM TOP OF THE THRESHOLD TO THE BOTTOM OF THE STEP. LANDINGS AT DOORS AND STAIRWAYS 4 CONSTRUCTION: IRC R311.3, R3II.5 THE FLOOR OR LANDING AT THE REQUIRED EGRESS DOOR SHALL NOT SE MORE THAN I-1/2' LOWER THAN THE TOP OF THE THRESHOLD. WHEN EXTERIOR LANDINGS OR FLOORS SERVING THE REQUIRED EGRESS DOOR ARE NOT AT GRADE, THEY SHALL BE PROVIDED WITH ACCESS TO GRADE BY MEANS OF A RAMP OR STAIRWAY. THERE SHALL BE A FLOOR OR LANDING ON EACH SIDE OF ALL OTHER EXTERIOR DOORS. FLOOR ELEVATIONS FOR THE DOORS SHALL BE PROVIDED WITH LANDINGS NO MORE THAN 1-3/4' BELOW THE TOP OF THE THRESHOLD. HANDRAILS: IRC SECTION 8311.1.8, 8311.83 ALL STAIRWAYS WITH 4 OR MORE RISERS SHALL HAVE AT LEAST ONE HANDRAIL. SUCH HANDRAILS SHALL BE PLACED NOT LESS THAN 34' AND NOT MORE THAN 38' ABOVE THE NOSING OF THE TREADS. HANDRAILS FOR STAIRWAYS SHALL BE CONTINUOUS FOR THE FULL LENGTH OF THE FLIGHT, FROM A POINT DIRECTLY ABOVE THE TOP RISER TO A POINT DIRECTLY ABOVE THE LOWEST RISER. HANDRAIL ENDS SHALL BE RETURNED OR TERMINATE IN NEWEL POSTS OR SAFETY TERMINALS. HANDRAILS AJACENT TO THE WALL SHALL HAVE A SPACE NOT LESS THAN 1/2' BETWEEN THE WALL AND THE HANDRAIL. GUARDS: IRC SECTION 8312. TABLE R301.5 GUARDS SHALL BE PROVIDED FOR PORCHES, BALCONIES, RAMPS, OR RAISED FLOOR SURFACES LOCATED MORE THAN 30' ABOVE GRADE OR A FLOOR BELOW. GRADE SHALL BE MEASURED 36' HORIZONTALLY FROM THE EDGE OF THE FLOOR SURFACE. GUARDS SHALL BE NOT LESS THAN 36' IN HEIGHT, MEASURED FROM THE ADJACENT WALKING SURFACE, ADJACENT FIXED SEATING OR THE LINE CONNECTING THE LEADING EDGES OF A TREAD. GLAZING: U -FACTORS OF FENESTRATION PRODUCTS (WINDOWS, DOORS AND SKYLIGHTS) SHALL BE DETERMINED IN ACCORDANCE WITH NFRC 100 BY AN ACCREDITED, INDEPENDENT LABORATORY. WINDOWS SHALL SE NFRC CERTIFIED OR USE DEFAULT GLAZE FENESTRATION VALUES, PER 303.13 Yes Perscriptive Compliance: Zone 4 Marine (...a e.edtwldmg, 8402.11 No U -Factor or Total UA Equivalent Compliance R402.1.3/R402.I.4 Glazing area % of Floor FENESTRATION U -FACTOR Ceiling Insulation Above Grade Walt Below Grade Wall (footnote c) , Floor am, Slab on Grade Vertical door84wtndawe Overhead Attic vaulted Interior Exterior UNLIMITED 030 0.50 R-49 or Ad 8 R-38 R-21 Int. R - 21, w/ TS R - 10 R-30 R-10 SAFETY GLAZING THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING I) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT JALOUSIE. 2) GLAZING IN FIXED PANELS AND SLIDING OR SWINGING PANELS OF SLIDING OR SWINGING TYPE DOORS OTHER THAN WARDROBE DOORS. 3) GLAZING IN STORM DOORS. 4) GLAZING IN ALL UNFRAMED SWINGING DOORS. 5) GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THES COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURGACE AND DRAIN INLET. 6) GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN 24 INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCES ABOVE THE WALKING SURFACE. 1) GLAZING IN FIXED OR OPERABLE PLANELS OTHER THAN THOSE COVERED BY ITEM NUMBER 5 AND 6 WHICH HAVE A GLAZED AREA IN EXCESS OF 9 SQUARE FEET AND THE LOWEST EDGE IS LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR, OR TOP EDGE MORE THAN 36' ABOVE THE FLOOR LEVEL OR WALKING SURFACE WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF SAGETY GLAZING, SUCH GLAZED PANELS MAY BE PROTECTED WITH A HORIZONTAL MEMBER NOT LESS THAN 1-2 INCHES IN WIDTH WHN LOCATED BETWEEN 34 AND 36 INCHES ABOVE THE WALKING SURFACE CAPABLE OF WITH STANDING 50* PER LIN. FT. WITHOUT CONTACTIONG THE GLASS. 8) GLAZING IN RAILINGS. REGARDLESS OF HEIGHT ABOVE THE WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NON-STRUCTURAL IN -FILL PANELS. 9) GLAZING IN WALLS AND FENCES USED AS THE BARRIER FOR INOOR AND OUTDOOR SWIMMING POOLS AND SPAS WHEN ALL OF THE FOLLOWING CONDITIONS ARE PRESENT: LITHE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE POOL SIDE OF THE GLAZING. 2) THE GLAZING IS WITHIN 5 FEET OF A SWIMMING POOL OR SPA WATERS EDGE. 10) GLAZING IN WALLS AT STAIRWAYS LANDINGS WITHIN THE WIDTH OF THE STAIR AND WITHIN 5 FEET OF THE BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS IS LESS THAN 60 INCHES ABOVE A WALKING SURGACE. FOOTNOTES I. IDENTIFY THE COMPLIANCE METHOD. THE MOST COMMON AND SIMPLEST APPROACH IS THE PRESCRIPTIVE METHOD FOR ENERGY CODE COMPLIANCE. SEE PRESCRIPTIVE TABLE 8402.1.1 THE COMPONENT PERFORMANCE APPROACH REFRENCED IN IECC SECTION R4021.4 MAY ALSO BE USED FOR ENERGY CODE COMPLIANCE. FOR MORE INFORMATION CONTACT THE LOCAL BUILDING DEPARTMENT OR WSU ENERGY PROGRAM AT (360) 956-2042. 2. IDENTIFY THE WHOLE -HOUSE VENTILATION COMPLIANCE METHOD. A VENTILATION SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE, SECTION MI501. THE MOST COMMON VENTILATION METHODS INCLUDE A WHOLE -HOUSE VENTILATION SYSTEM USING EXHAUST FANS (MI5013.4) AND A WHOLE -HOUSE VENTILATION SYSTEM INTEGRATED WITH A FORCED -AIR SYSTEM (MI5013.5). OTHER VENTILATION SYSTEMS INCLUDE WHOLE -HOUSE VENTILATION SYSTEM USING A SUPPLY FAN (MI5013.6) AND WHOLE -HOUSE VENTILATION SYSTEM USING A HEAT -RECOVERY VENTILATION SYSTEM (MI5013.1). IF YOU NEED ADDITIONAL INFORMATION WE RECOMMEND THAT YOU DISCUSS WITH YOUR HEATING AND VENTILATION SYSTEM PROFESSIONAL. IN ADDITIOMASON COUNTY STAFF WILL BE HAPPY TO DISCUSS THE OPTIONS IF YOU ARE NOT SURE WHICH COMPLIANCE OPTION WILL WORK FOR YOU. 3. IDENTIFY THE ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS LISTED IN TABLE 8406.2. THE DRAWINGS INCLUDED WITH THE BUILDING PERMIT APPLICATION SHALL IDENTIFY WHICH OPTIONS HAVE SEEN SELECTED AND THE POINT VALUE OF EACH OPTION. EACH ONE AND TWO-FAMILY DWELLING UNIT AND TOWNHOUSES ARE REQUIRED TO ACHIEVE THE FOLLOWING MINIMUM NUMBER OF CREDITS: A) SMALL DWELLING UNITS LESS THAN 1500 SQ. FEET OF HEATED OR COOLED AREA AND LESS 300 SQ. FT. FENESTRATION AREA (SKYLIGHTS, DOORS, WINDOWS, ETC), OR ADDITIONS TO AN EXISTING BUILDING THAT IS LESS THAN 150 SQ. FT. OF HEATED AREA -0.5 POINTS B) MEDIUM DWELLING UNITS NOT INCLUDED IN A) ABOVE 3%%SMALL DWELLING%, OR C) BELOW %LARGE DWELLING% -1.5 POINTS C) LARGE DWELLING UNIT IS A DWELLING UNIT THAT EXCEEDS 5000 SQ. FT. OF HEATED OR COOLED FLOOR AREA. -2.5 POINTS. 4. PROVIDE A COMPLETED HEATING/COOLING SYSTEM SIZE WORKSHEET TO VERIFY COMPLIANCE TO IECC 8403.6. THE CALCULATOR/IUORKSHEET IS AVAILABLE ON THE WSU-ENERGY PROGRAM WEBSITE AT: HTTP://WW1.ENERGY.WSU.EDU/BUILDINGEFFICIENCY/ENERGYCODE/2012ENERGYCODEASPX. STAFF CAN ALSO ASSIST WITH PREPARATION OF THE WORKSHEET. 5. TO MEET THE PRESCRIPTIVE OPTION ALL FENESTRATION PRODUCTS SHALL COMPLY WITH THE REQUIRED U -FACTOR LISTED IN TABLE R402.I.4. WINDOWS, DOORS, AND GLAZED DOORS SHALL HAVE A TESTED U -FACTOR OR .30 OR LESS. WHEN USING THE SMALL DWELLING OPTION FOR ENERGY CREDITS (A) OR COMPONENT PERFORMANCE APPROACH PROVIDE A FENESTRATION SCHEDULE THAT IDENTIFIES THE SQUARE FEET AND U -FACTOR OF EACH ITEM. FENESTRATION IS DEFINED IN THE IECC AS SKYLIGHTS, ROOF WINDOWS, VERTICAL WINDOWS, OPAQUE DOORS, GLAZED -DOORS THAT INCLUDE PRODUCTS WITH GLASS AND NON -GLASS GLAZING MATERIALS. 6. IDENTIFY THE LOCATION AND FUEL TYPE OF THE HEATING SYSTEM, WATER HEATER, LOCATION OF EXHAUST FANS (BATHROOM, LAUNDRY, KITCHEN, ETC.) AND R -FACTOR OF PROPOSED INSULATION FOR WALLS, FLOORS, CEILINGS, AND CONCRETE SLAB FLOORS ON THE BUILDING PLANS. 1. NOT LESS THAN 15% OF ALL PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS. HIGH EFFICACY LAMPS ARE DEFINED IN IECC CHAPTER 2 AND ARE CONSIDERED COMPACT FLUORESCENT LAMPS, T-8 OR SMALLER DIAMETER LINEAR FLUORESCENT LAMPS, OR LAMPS WITH A MINIMUM EFFICACY 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS, 50 LUMENS PER WATT FOR LAMPS OVER 15 WATTS TO 40 WATTS, AND 60 LUMEN PER WATT FOR LAMPS OVER 40 WATTS. IMC. TABLE 403.8.42 FAN TESTED CFM e .25 WG CABLE 4062 -ENERGY CREDITS MAX LENGTH IN FEET MIN SMOOTH DIAMETER OPTION DESCRIPTION CREDIT(S) la EFFICIENT BUILDING ENVELOPE la 0.5 lb EFFICIENT BUILDING ENVELOPE lb 1.0 lc EFFICIENT BUILDING ENVELOPE IC 2.0 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 EFFICIENT HVAC EQUIPMENT 3a 0.5 3b HIGH EFFICIENT HVAC EQUIPMENT 3b 1.0 3c HIGH EFFICIENT HVAC EQUIPMENT 3c 2.0 3d HIGH EFFICIENT HVAC EQUIPMENT 3c : DUCKLESS SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL 10 4 HIGH EFFICIENT HVAC DISTRIBUTION SYSTEM 1.0 5a HIGH EFFICIENT WATER HEATING 5a 0.5 5b HIGH EFFICIENT WATER HEATING 5b 1.5 6 RENEW ABLE ELECTRICAL ENERGY 0.5 FOOTNOTES I. IDENTIFY THE COMPLIANCE METHOD. THE MOST COMMON AND SIMPLEST APPROACH IS THE PRESCRIPTIVE METHOD FOR ENERGY CODE COMPLIANCE. SEE PRESCRIPTIVE TABLE 8402.1.1 THE COMPONENT PERFORMANCE APPROACH REFRENCED IN IECC SECTION R4021.4 MAY ALSO BE USED FOR ENERGY CODE COMPLIANCE. FOR MORE INFORMATION CONTACT THE LOCAL BUILDING DEPARTMENT OR WSU ENERGY PROGRAM AT (360) 956-2042. 2. IDENTIFY THE WHOLE -HOUSE VENTILATION COMPLIANCE METHOD. A VENTILATION SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE, SECTION MI501. THE MOST COMMON VENTILATION METHODS INCLUDE A WHOLE -HOUSE VENTILATION SYSTEM USING EXHAUST FANS (MI5013.4) AND A WHOLE -HOUSE VENTILATION SYSTEM INTEGRATED WITH A FORCED -AIR SYSTEM (MI5013.5). OTHER VENTILATION SYSTEMS INCLUDE WHOLE -HOUSE VENTILATION SYSTEM USING A SUPPLY FAN (MI5013.6) AND WHOLE -HOUSE VENTILATION SYSTEM USING A HEAT -RECOVERY VENTILATION SYSTEM (MI5013.1). IF YOU NEED ADDITIONAL INFORMATION WE RECOMMEND THAT YOU DISCUSS WITH YOUR HEATING AND VENTILATION SYSTEM PROFESSIONAL. IN ADDITIOMASON COUNTY STAFF WILL BE HAPPY TO DISCUSS THE OPTIONS IF YOU ARE NOT SURE WHICH COMPLIANCE OPTION WILL WORK FOR YOU. 3. IDENTIFY THE ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS LISTED IN TABLE 8406.2. THE DRAWINGS INCLUDED WITH THE BUILDING PERMIT APPLICATION SHALL IDENTIFY WHICH OPTIONS HAVE SEEN SELECTED AND THE POINT VALUE OF EACH OPTION. EACH ONE AND TWO-FAMILY DWELLING UNIT AND TOWNHOUSES ARE REQUIRED TO ACHIEVE THE FOLLOWING MINIMUM NUMBER OF CREDITS: A) SMALL DWELLING UNITS LESS THAN 1500 SQ. FEET OF HEATED OR COOLED AREA AND LESS 300 SQ. FT. FENESTRATION AREA (SKYLIGHTS, DOORS, WINDOWS, ETC), OR ADDITIONS TO AN EXISTING BUILDING THAT IS LESS THAN 150 SQ. FT. OF HEATED AREA -0.5 POINTS B) MEDIUM DWELLING UNITS NOT INCLUDED IN A) ABOVE 3%%SMALL DWELLING%, OR C) BELOW %LARGE DWELLING% -1.5 POINTS C) LARGE DWELLING UNIT IS A DWELLING UNIT THAT EXCEEDS 5000 SQ. FT. OF HEATED OR COOLED FLOOR AREA. -2.5 POINTS. 4. PROVIDE A COMPLETED HEATING/COOLING SYSTEM SIZE WORKSHEET TO VERIFY COMPLIANCE TO IECC 8403.6. THE CALCULATOR/IUORKSHEET IS AVAILABLE ON THE WSU-ENERGY PROGRAM WEBSITE AT: HTTP://WW1.ENERGY.WSU.EDU/BUILDINGEFFICIENCY/ENERGYCODE/2012ENERGYCODEASPX. STAFF CAN ALSO ASSIST WITH PREPARATION OF THE WORKSHEET. 5. TO MEET THE PRESCRIPTIVE OPTION ALL FENESTRATION PRODUCTS SHALL COMPLY WITH THE REQUIRED U -FACTOR LISTED IN TABLE R402.I.4. WINDOWS, DOORS, AND GLAZED DOORS SHALL HAVE A TESTED U -FACTOR OR .30 OR LESS. WHEN USING THE SMALL DWELLING OPTION FOR ENERGY CREDITS (A) OR COMPONENT PERFORMANCE APPROACH PROVIDE A FENESTRATION SCHEDULE THAT IDENTIFIES THE SQUARE FEET AND U -FACTOR OF EACH ITEM. FENESTRATION IS DEFINED IN THE IECC AS SKYLIGHTS, ROOF WINDOWS, VERTICAL WINDOWS, OPAQUE DOORS, GLAZED -DOORS THAT INCLUDE PRODUCTS WITH GLASS AND NON -GLASS GLAZING MATERIALS. 6. IDENTIFY THE LOCATION AND FUEL TYPE OF THE HEATING SYSTEM, WATER HEATER, LOCATION OF EXHAUST FANS (BATHROOM, LAUNDRY, KITCHEN, ETC.) AND R -FACTOR OF PROPOSED INSULATION FOR WALLS, FLOORS, CEILINGS, AND CONCRETE SLAB FLOORS ON THE BUILDING PLANS. 1. NOT LESS THAN 15% OF ALL PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS. HIGH EFFICACY LAMPS ARE DEFINED IN IECC CHAPTER 2 AND ARE CONSIDERED COMPACT FLUORESCENT LAMPS, T-8 OR SMALLER DIAMETER LINEAR FLUORESCENT LAMPS, OR LAMPS WITH A MINIMUM EFFICACY 40 LUMENS PER WATT FOR LAMPS 15 WATTS OR LESS, 50 LUMENS PER WATT FOR LAMPS OVER 15 WATTS TO 40 WATTS, AND 60 LUMEN PER WATT FOR LAMPS OVER 40 WATTS. IMC. TABLE 403.8.42 FAN TESTED CFM e .25 WG MIN. FLEX DIAMETER MAX LENGTH IN FEET MIN SMOOTH DIAMETER MAX LENGTI- IN FEET MAX ELBOW 50 4' 25 4' 10 3 50 5' 90 5' 100 3 50 6' NO LIMIT 6' NO LIMIT 3 50 4' NA 4' 20 3 80 5' 15 5' 100 3 80 6' 90 6' NO LIMIT 3 100 5' NA 5' 50 3 100 6' 45 6' NO LIMIT 3 I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FT FROM LENGTH FLEX DUCTS OF THIS DIAMETERARE NOT PERMITTED WITH FANS OF THIS SIZE. TABLE M1601.1.1 (2) GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING DUCT SIZE MIN. THICKNESS (INCHES AND MM) EQUIVALENT GALVANIZED SHEET NO. MINIMUM THICKNESS ROUND DUCTS 4 ENCLOSED RECTANGULAR DUCTS AIRFLOW IN CFM <1500 30 14 INCHES AND LESS 0.0151 (03950mm) 28 0.0115 16 AND 18 INCHES 0.0151 (0.4112mm) 26 0.015 20 INCHES AND OVER 0.0236 (0.6010mm) 24 0.023 EXPOSED RECTANGULAR DUCTS 105 INTERMITTEN MECHANICAL FAN SHALL OPERATE NOT LESS THAN ONE HOUR EVERT 4 -HOURS. WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25% EVERY 4 -HOURS THE VENTILATION RATE SHALL BE MULTIPLIED BY THE FACTOR IN TABLE MI50133(2) 14 INCHES OR 0.0151 (03950mm) 28 0.0115 OVER 14 INCHES 0.0151 (0.4112mm) 26 0.018 SOURCE SPECIFIC VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH VACK-DRAFT DAMPERS. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4. TERMINAL ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF THE DUCT WORK. TERMINAL ELEMENTS FOR EXHAUST FAN DUCT SYSTEMS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. VIA SECTION 30223 SEE TABLE 3-3 BELOW FOR PRESCRIPTIVE EXHAUST DUCT SIZING. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE BAPOR SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18 -INCHES ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP R, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY). PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.019 -INCHES (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO THE GARAGE PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. WARM AIR FURNACE INSTALLATIONS IN ATTIC OR CRAWL SPACES SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY APPLIANCE DESIGNED TO E VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERM OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. A TYPE B OR SW GAS VENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 -FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOD OF THE BUILDING AND AT LEAST 2 -FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10 -FEET OF THE VENTS PER THE INTERNATIONAL MECHANICAL CODE. SMOKE 4 CARBON MONOXIDE ALARMS: IRC SECTION 8314 4 WA. 8315. ALL SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL2Il AND INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF THE INTERNATIONAL RESIDENTIAL CODE AND THE HOUSEHOLD WARNING EQUIPMENT PROVISIONS OF NFPA12. SMOKE ALARMS SHALL BE INSTALLED IN EACH SLEEPING ROOM, OUTSIDE EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, IN NAPPING AREA OF FAMILY CHILD DAYCARE HOMES, ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS AND HABITABLE ATTICS. EXHAUST FANS: IRC 3303.4, SECTION MI501, MI501. EXHAUST FANS ARE REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET ROOM, LAUNDRY FACILITY, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST SYSTEM SHALL BE DISCHARGED OUTDOORS AT A POINT WHERE IT WILL NOT CAUSE A NUISANCE AND NOT LESS THAN THE DISTANCES SPECIFIED IN IMC SECTION 5012.1. THE AIR SHALL BE DISCHARGED TO A LOCATION FROM WHICH IT CANNOT AGAIN BE READILY DRAWN IN BY VENTILATING SYSTEM. DRYER EXHAUST DUCTS SHALL NOT BE EXHAUSTED INTO AN ATTIC OR CRAWL SPACE. THE TERMINATION POINT SHALL BE LOCATED AT LEAST 3 -FEET FROM PROPERTY LINES, 3 -FEET IN ANY DIRECTION FROM OPENINGS INTO THE BUILDINGS AND 10 -FEET FROM MECHANICAL AIR INTAKES. CLOTHES DRYER: IRC SECTION M1502, G2439, 4 INC SECTION 504. EXHAUST DUCTS, NOT LESS THAN 4' IN DIAMETER, SHALL BE CONSTRUCTED OF .016 -INCH -THICK (28 GAGE) RIGID METAL DUCTS, HAVING SMOOTH INTERIOR SURFACES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. EXHAUST DUCTS SHALL NOT BE CONNECTED WTH SHEET -METAL SCREWS OR FASTENING MEANS THAT EXTENDS INTO THE DUCT AND SUPPORT AT INTERVALS NOT LESS THAN 12 -FEET. RANGE HOOD: IRC SECTION MI501, M1503, M1504, MI505, MI901 4 M1306. ALL KITCHENS SHALL BE PROVIDED WITH EXHAUST HOODS CAPABLE OF EXHAUSTING 100 CFM AT 25 INCHES WATER GAUGE. EXHAUST HOODS SHALL BE INSTALLED 'N ACCORDANCE WITH MANUFACTURER INSTALLATION INSTRUCTIONS AND DISCHARGE TO THE OUTDOORS. FIREPLACE HEARTH EXTENTI ON: IRC SECTIONS RI0042, RI001.9, 81001.10 AND MI414.2. HEARTH EXTENTIONS OF APPROVED FACTORY -BUILT FIREPLACES SHALL BE INSTALLED IN ACCORDANCE WITH LISTING OF THE FIREPLACE. THE HEARTH EXTENTION SHALL BE READILY DISTINGUISHABLE FROM THE SURROUNDING FLOOR AREA. MASONRY FIREPLACE HEARTHS AND HEARTH EXTENTIONS SHALL BE CONSTRUCTED OF CONCRETE OR MASONRY, SUPPORTED BY NONCOMBUSTIBLE MATERIALS. FIREPLACE HEARTHS SHALL BE AT LEAST 4' THICK AND HEARTH EXTENTIONS SHALL BE AT LEAST 2' THICK. THE FIREPLACE EXTENTION SHALL EXTEND AT LEAST I6' IN FRONT OF, AND AT LEAST 8' BEYOUND EACH SIDE OF THE FIREPLACE OPENING. CLEARANCE TO COMBUSTABLES 4 FIREPLACE FIREBLOCKING: IRC SECTIONS R302.13, RI001.11, 1003.18, 1003.19, AND MI306.2.1. COMBUSTABLE INSULATION SHALL BE SEPERATED A MINIMUM OF 3' FROM HEAT PRODUCING APPLIANCES. COMBUSTION AIR/EXTERIOR AIR SUPPLY: IRC SECTIONS R303.4, RI00I.1.1 (WAC), AND 81006. (WAC), M110I AND G2401. FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH COMBUSTION AIR OBTAINED FROM OUTSIDE THE STRUCTURE DUCTEDINTO THE FIREBOX. DIRECT VENT APPLIANCES OR EQUIPMENT THAT DO NOT DRAW COMBUSTION AIR FROM INSIDE OF THE BUILDING SHALL BE PROVIDED WITH COMBUSTION VENTILATION AND DILUTION AIR IN ACCORDANCE TO THE MANUFACTURER'S SPECIFICATIONS. FUEL GAS DRYERS SHALL BE PROVIDED WITH MAKE-UP AIR AS DIRECTED BY MANUFACTURER SPECIFICATIONS. WATER HEATERS: UPC CHAPTER 5 4 608, IRC SECTION M1301.2, M2005 4 IECC/UJSEC R403.4. WHEN WATER HEATERS OR HOT WATER STORAGE TANKS ARE INSTALLED IN LOCATIONS WHERE LEAKAGE OF THE TANKS OR CONNECTIONS WILL CAUSE DAMAGE, THE TANK OR WATER HEATER SHALL BE INSTALLED IN A WATERTIGHT PAN OF CORROSION RESISTANT MATERIAL. THE PAN SHALL BE AT LEAST 1.5' DEEP AND WITH A 3/4' DIAMTER DRAIN TO THE EXTERIOR OF THE BUILDING NOT LESS THAN 6' AND MORE THAN 24' ABOVE THE ADJACENT GROUND SURFACE. GARAGE/DWELL ING DOOR/OPENINGS: IRC SECTION 8302.5.1 OPENINGS BEWTEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SELF-CLOSING, SOLID WOOD DOORS NOT LESS THAN 1-3/8' (35MM) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-38' THICK, OR 20 -MINUTE FIRE -RATED DOORS. GARAGE/DWELLING SEPARATION: IRC SECTION R302.5, 8302.6. THE GARAGE SHALL BE SEPERATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8' TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPERATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPERATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 1/2' GYPSUM BOARD OR EQUIVALENT. ATTIC ACCESS: IRC SECTION R801.I BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREA THAT EXCEEDS 30 SQ FT AND HAVE A VERTICAL HEIGHT OF 30'. MINIMUM ACCESS OPENINGS SHALL NOT BE LESS THAN 22'X 30'. THE ATTIC ACCESS SHALL BE LOCATED IN A HALLWAY OR OTHER READILY ACCESSIBLE LOCATION WITH A 30' MINIMUM UNOBSTRUCTED HEADROOM IN THE ATTIC SPACE ABOVE THE ACCESS OPENING. STAIR WIDTH: IRC SECTION R311.1.I STAIRWAYS SHALL NOT BE LESS THAN 36' IN CLEAR WIDTH AT ALL POINTS ABOVE THE HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. HANDRAILS SHALL NOT POJECT MORE THAN 4-1/2' ON EITHER SIDE OF THE STAIRWAY AND THE MINIMUM CLEAR WIDTH OF THE STAIRWAY AT AND BELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL NOT BE LESS THAN 31-1/2' WHERE THE HANDRAIL IS INSTALLED ON ONE SIDE AND 21' WHERE HANDRAILS ARE INSTALLED ON BOTHE SIDES. STAIR TREADS, RISERS 4 RAMP SLOPE: IRC SECTION R31I.1.5 4 R311.8.I THE MINIMUM RISER HEIGHT SHALL BE 1-3/4'. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/5'. THE MINIMUM TREAD DEPTH SHALL BE 10'. THE TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN 3/8'. A NOSING NOT LESS THAN 3/4' BUT NOT MORE THAN 1-1/4' SHALL BE PROVIDED ON STAIRWAYS WITH SOLID RISERS. OPEN RISERS ARE PERMITTED, PROVIDED THAT THE OPENING DOES NOT PERMIT THE PASSAGE OF A 4' DIAMETER SPHERE. SPIRAL/CIRCULAR/WINDING STAIRS: IRC SECTION R3I1.4, 8311.1.10, R311.1.5.2.I SPIRAL STAIRWAYS AND BULKHEAD ENCLOSURES STAIRWAYS SHALL COMPLY WITH ALL REQUIREMENTS OF STAIRWAYS EXCEPT: SPIRAL STAIRWAYS ARE PERMITTED, PROVIDED THE MINIMUM WIDTH BELOW THE HANDRAIL SHALL BE 26' WITH EACH TREAD HAVING A 1-1/2' MINIMUM TREAD DEPTH AT 12' FROM THE NARROWER EDGE. ALL TRADS SHALL BE IDENTICAL, AND THE RISE SHALL BE NO MORE THAN 9-1/2'. A MINIMUM HEADROOM OF 6'-6' SHALL BE PROVIDED. CIRCULAR STAIRWAYS CONFORMING TO THE REQUIREMENTS OF THIS SECTION MAY BE USED AS A MEANS OF EGRESS COMPONENT IN ANY OCCUPANCY. THE MINIMUM WIDTH OF RUN SHALL NOT BE LESS THAN 10 -INCHES AND THE SMALLER STAIRWAY RADIUS SHALL NOT BE LESS THAN TWICE THE WIDTH OF THE STAIRWAY. WINDING STAIRWAYS IN GROUP R, DIVISION 3, OCCUPANCIES AND IN PRIVATE STAIRWAYS IN GROUP R, DIVISION I OCCUPANCIES. WINDING STAIRWAYS MAY BE USED IF THE REQUIRED WIDTHOF RUN IS PROVIDED AT A POINT NOT MORE THAN 12 -INCHES FROM THE SIDE OF THE STAIRWAY WHERE THE TREADS ARE NARROWER, BUT IN NO CADE SHALL THE WIDTH OF RUN BE LESS THAN 6 -INCHES AT ANY POINT. ILLUMINATION: IRC SECTION R303.1 ALLINTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A MEANS TOILLUMINATE THE STAIRS, INCLUDING LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. HALLWAYS: THE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 1003.23, BUT SUCH WIDTH SHALL NOT BE LESS THAN 44 INCHES, EXCPT AS SPECIFIED HEREIN. HALLWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. 1004332. DOORS, WHN FULLY OPENED, AND HANDRAILS SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 1 INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN NONE HALF. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVE FEATURES MAY PROJECT INTO THE REQUIRED WIDTH 11/2 INCHES FROM EACH SIDE. MECHANICAL VENTILATION SYSTEM: IRC M1501 EACH DWELLING UNIT AND GUEST ROOM SHALL BE PROVIDED WITH A WHOLE HOUSE MECHANICAL VENTILATION SYSTEM DESIGNED IN ACCORDANCE WITH MI5013.1 THROUGH M15013.1 OR IN ACCORDANCE WITH SPECIFICATIONS ALLOWED IN THE INTERNATIONAL MECHANICAL CODE. CONTROLS AND OPERATION (MI5083.2): I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS: OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE ROVIDEDTO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY. EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILLATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1. THEY SHALL BE CAPABLE OF OPERATING INTERMITTENLY AND CONTINUOUSLY. 52. THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENGERIZING OTHER ENERGY- CONSUMING APPLIANCES. 53. THE VENTILATION RATE SHALL BE ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 403.8.5.1 5.4. THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.5. THE INTERMITTEN MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 5.6. THE SYTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 5.1. AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE -HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' TABLE M150i33(1) CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEM AIR FLOW RATES TABLE MI5013.3(I) DWELLING UNIT FLOOR AREA (SF) NUMBER OF BEDROOMS 0 - I 2-3 4-5 AIRFLOW IN CFM <1500 30 45 60 1501-3000 45 60 15 3001-4500 50 15 90 4501-6000 15 90 105 INTERMITTEN MECHANICAL FAN SHALL OPERATE NOT LESS THAN ONE HOUR EVERT 4 -HOURS. WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25% EVERY 4 -HOURS THE VENTILATION RATE SHALL BE MULTIPLIED BY THE FACTOR IN TABLE MI50133(2) C❑RRECTI❑N #1 w h - ( "7.i 0 PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. CO m inin TT mu7 0303 M M inEn N N Z < oLI- CL RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2017 a- IBV: B.T. DATE: 08/8/16 City of Tukwila BUI .. r NG DIVISION CHECKED: B.T. SHEET NO. Al 5 JOB NO. 16-7IAE i 8'-0' 16'-0' 25'-0' 9 v KITCHEN 5ATW IBEIDIROOI 1 UTILITY LIVING ENTRY 25'-0' I'-0' 0 N c. EXISTINC MAIN FLOOR PLAN GARAGE 25'-0' m N M1 SCALE: 1/4" = 1'-0" CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. I— Q Ii J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER 4+- 0 L O 0 CNS I I I I 143 0) 111 N N W X Z Q 0 S 0- N M 3� 2 O) o =3 U }- iQ d3 0-J Q7 Ce 0 W — 0 In M L" O W CL) 1E7.1 zW C2) 'I ierii ri4 oo up:0° W v �c C-lj•• a z c,24 E.p.4 BY: A.H. DATE: CHECKED: B.T. 1 SHEET NO. A2 5 JOB NO 16-7IAE E3' MIN. HEADROOM 1 1/4' DIA. MN. HANDRAIL HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT 8311.7.8, 8311.83 BALUSTERS TO CONFORM TO IRC. SEC. 8312, TABLE 301.5 aid' MIN.-l"4MAX NOSING PLAN KEY WALLS: NEW CONSTRUCTION EXISTING WALLS TO REMAIN 11-�� EXISTING WALLS AND WINDOWS TO BE REMOVED AND OR MODIFIED NEW DOOR EXISTING DOOR EXISTING DOOR TO BE REMOVED AND OR MODIFIED 10' MN. I TREAD t 2X4 THRUST BLOCK 1 STAIR DETAIL N.T.S. BELOW STAIR INSTALL 1/2' GWB a CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING 9 MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED ADDITIONAL STAIR NOTE PLEASE REFER TO SHEET Al LIf-4TIN SECTION (IECC/WSEC R404) ALL LIGHTING A MINIMUM OF 15% OF PERMANENTLY INSTALLED LAMPS IN LIGHT FIXTURES SHALL BE HIGH -EFFICACY LAMPS LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDING ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES SMOKEDETECTOS Ogp INSTALL SMOKE DETECTORS PER CODE, 110V/9V INTERCONNECTED IIOV OCM CARBON MONOXIDE ALARM NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, SEE SECTION R315 VENTILATION SCI-4EIDULE MINIMUM SOURCE SPECFIC VENTILATION CAPACITY REQ. TABLE M1501.4 SYMBOL -41 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS 2 BATHROOMS, TOILET ROOMS MECHANICAL EXHAUST CAPACITY AND LAUNDRY/UTILITY ROOM OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS 3 WHOLE HOUSE FAN 320 CFM e 60 MIN EVERY FOUR HOURS INSPECTION ,SHALL 'B REQUIRED TO VERIFY DRILLED HOLE PREPARATION AND CLEANING, PRIOR TO_b1qSTA4.'.AT9ON OF EPDXY AND RE -BAR (OR IF .. PPLiC BLE) INSTALLATION OF WEDGE AN ICOR BOL S. INSPECTION VERIFICATION SI_., BE 114CLUDED WITH CONCRETE INSPEC INNS. A1R1CHOR BOLT INSPECTIONS MAY BE INCLUDED WITH FRAMING INSPECTIONS. /////////////////////// EXISTING V//////// REMOVE WALL SECTIONS REMOVE WALL SECTIONS EXIST. STORAGE EXISTING 61'-6' TO BE DEMO REMOVE WALL SECTIONS 13'-0' z I- x 13'-6' NEW 400 XO REMOVE WALL SECTIONS CORRECTION #1 w r PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. 040 XO EGRESS NEW WALKING CLOSET 2468 PKT 2668 NEW 3040 FIX I I 4_2 BATTI I NEW 2668 DOOR OPEN TO DECK BEDROOM 2 CARPET REMOVE WALL SECTIONS z H T.< Lu NEW DINING HARDWOOD EXISTING HOUSE 8' CEILING UTILITY VINYL +3 SLAB ON GRADE 9 rn 6n HALL UJ4Y HARDWOOD 20 MIN. RATED DOOR 9- 0 -o L 0 W X Z < O L x n - N N o = O U Q3 IL J (I)Q O 0 LA LI M Li- HOUSE ADDITION 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. 9' CEILING I EXIST. BATH REMOVE WALL SECTION REMOVE WALL SECTIONS EXIST. BEDROOM 1 V NEUJ 5A ENTRY 2468 HARDWOOD CARPET M. BEDROOM CARPET PLATFORM IS' AFF PROVIDED SEISMIC RESTRAINT STRAP PER 501.2 OF 2012 UPC PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK 4' BOLLARD 2 CAS TANDEM 4' CONC. -PROVIDE ONE LAYER %' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GWB ON THE GARAGE SIDE. IRC 8312.2.1 EGRESS EXISTING 2668 PKT FOR ANY WINDOW THAT HASt AN OPENING OF 12' OR MORE ABOVE FINISHED GRADE, 24' OR HIGHER ABOVE THE FINISHED FLOOR OF THE ROOM THE OPENING IS LOCATED IN, THE GLAZING SHALL SE FIXED OR HAVE AN OPENING LESS THAN 4' ENERGY FILLED IN WALL REMOVED EXISTING WINDOW TO FRAME A NEW DOOR PORCH 4' SLAB e DN +2 VINYL 2 _r 2468 i -- 60'x32' EGRESS WRAP P.T. 4 x 4 POST TO 12' COLUMN W/ CAP 4 BASE TRIM TYP. 10010 OND 3010 FIX I.84013 CERTIFICATE. A PERMCERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACESi U -FACTORS FOR FENESTRATION AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. 2. R402.4.12 TESTING. THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICAL, TESTING SHALL SE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. 3. R403.I.I PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. SPECIFICS AND EXCEPTIONS SEE 2012 SEC 4. SEC TABLE 4062 - MEDIUM DWELLING UNITS ARE REQUIRED TO DEVELOP L5 ENERGY CREDITS. SPECIFY THE PROPOSED ENERGY OPTION CREDITS ON THE PLANS. ENERGY CREDIT: 5b • EFFICENT GAS TANKLESS WATER HEATER 5b (ISpt) TOTAL = (15pt) PROPOSED FOR DESIGN PROPOSED MAIN FLOOR PLAN 61'-6' 31'-0' 13'-6' I'-6' * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. AREA SUMMARY EXISTING PROPOSED FIRST FLOOR: SECOND FLOOR: SS4 SF. 0 SF. 1013 SF. 0 SF. GRAND TOTAL: 1951 SF. PATIO GARAGE 630 SF. 0 SF. 50 SF. 551 SF. SCALE: 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2017 City of Tukwila BUILDING DIVISION CITY OF TUKWILA JAN 17 2017 PERMIT CENTER O C OL) Q„2, cf) n C c::) 0E1 0 >1.—i o Lr) W V 1M jI(F w �I a DATE: 08/8/16 CHECKED: B.T JOB NO. 16-71AE EXIST ROOF EXISTING MATCH EXIST ROOF ADDITION MATCH EXIST ROOF CRICKET civ cA EXIST SIDING EAST ELEV4TION I WRAP P.T. 6 x 6 POST TO 12' COLUMN TYP. MATCH EXIST SIDING - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. "Z" FLASHING AT ALL EXT. DOOR & WINDOW HEADERS. SCALE: 1/4" = 1'-0" SOUTH ELEVATION SCALE: 1/4" = 1'-0" CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER C❑RRECTI❑N #1 I.LI PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS 5ET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. 0 N. CNI0 1 I in CO 1tn N N Wj( 0 u - Y a O W V ) F� Qn 00 -,� W1.-1 1:4 CID ciCg o .� W.� o›.1.4irr2 r=4,� r=f Lic7) W P4 a. IBY: A.H. DATE: 08/8/16 CHECKED: B.T. SHEET NO. A4 5 JOB NO. 16=71AE l i i i i i i i i i i / i - MATCH EXIST SIDING - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. "Z" FLASHING AT ALL EXT. DOOR & WINDOW HEADERS. SCALE: 1/4" = 1'-0" SOUTH ELEVATION SCALE: 1/4" = 1'-0" CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 2 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER C❑RRECTI❑N #1 I.LI PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS 5ET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. 0 N. CNI0 1 I in CO 1tn N N Wj( 0 u - Y a O W V ) F� Qn 00 -,� W1.-1 1:4 CID ciCg o .� W.� o›.1.4irr2 r=4,� r=f Lic7) W P4 a. IBY: A.H. DATE: 08/8/16 CHECKED: B.T. SHEET NO. A4 5 JOB NO. 16=71AE l MATCH EXIST SIDING EXIST SIDING NORTH ELEVATION ADDITION EXISTING SCALE: 1/4" = 1'-0" UJEST ELEVATION SCALE: 1/4" = 1'-0" NOS CORRECTION #1 LL.I I- r--1 CD ti PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. W X 0 a REV IEWED FOR COD E COMPLIANCE APPROVED FEB 0 2 2017 City of Tukwila BUILDING DIVISION CITY OF TUKWILA JAN 17 2017 PERMIT CENTER BY: A.H. DATE: 08/8/16 CHECKED: B.T. SHEET NO. A5 5 JOB NO. I 6-71AE l ENE4L NOTES BUILDING CODE 2015 IBC EDITION OF THE INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF WIND LOAD = 110 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - TRUSS DESIGN FOR ROOF FRAMING - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT EXTERIOR FOOTINGS SHALL SEAR 18" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3'x3'xI/4' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6'-0" O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL. CONCRETE MINIMUM CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- 1% (FOR WEATHERING) WITH 5-1/2 MIX SACK CONCRETE 'BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCE [NIG STEEL TO COMPLY WITH ASTM A015 GRADE 60. LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK. OF AN APPROVED LUMBER GRADING AGENCY AND SHALL NAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE:' 2X4 2X6 OR LARGER HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=I50 psi, Fc=1300 psi, E=1300000psi BEAM DF -L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF -L *2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X &X OR LARGER STUDS HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X4 2X6 OR LARGER POSTS HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv=I50 psi, Fc=1300 psi, E=1300000psi DF -L *2 - Fb=150 psi, Fv=110 psi, Fc=100 psi, E=1300000psi 4X4 4X6 OR LARGER &><(o OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 105 PSI, Fc = X050 PSI (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. PARALLAM (PSL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSI. MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,000 PSI, Fv = 285 PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED WASHINGTON STATE PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. NONBEARING WALLS SHALL SE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. MANUFACTURER -DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED. ROOF/WALL SHEATHING TYPICAL WALL SHEATHING SHALL BE 1/16' AND ROOF SHEATHING SHALL BE 1/16' UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d a 6" O.C. a PANEL EDGES AND 12" O.C. IN FIELD. UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4' TEG SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM OR 6d RING SHANK AT 6' O.C. PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. CONSTRUCTION NOTE: * REFER TO "5" SHEETS FOR WHICH CONTAIN * CONTRACTOR TO VERIFY ALL DIMENSIONS AND COMMENCING WORK. DESIGNER SHALL NOT BE * NO FIELD ALTERATIONS WILL BE AUTHORIZED SHEAR WALL SCHEDULE WALL MARK SHEATING TYPE SIDES SHEAR PANEL EDGE NAILING FIELD NAILING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE HOLDOWN TYPES 1-6 1/16" ONE 8d a 6" O.C. 12" O.C. 2X 166 NAILS 12' O.C. 5/8'0 a 60" O.C. 2X PER PLAN Pl-� 1/16" ONE Sd a 4" O.G. 12" O.G. 2-2X I6d NAILS a 4' O.C. 5/S' a 45" O.G. 2X PER PLAN I. FRAMING SHALL BE HEM -FIR *2 6 16' O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (UN.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER, PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF Sd 9 6' O.C. EDGE, 12' O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 23063, NOTE (e). 5. ANCHOR BOLT SPACING IS 6'-0' O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12' AND NO LESS THAN 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE,V4'x3'x3' WASHERS AT ANCHOR BOLTS. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.O.) PER IBC TABLE 23063. ALL SPECFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131' DIA., 2)/2' LONG), Sd BOX (0.113' DIA., 2)/2' LONG), I0d COMMON (0.148' DIA., 3' LONG), 10d BOX (0.125' DIA., 3' LONG), I6d COMMON (0.162' DIA., 3y' LONG), I6d SINKER (0.145' DIA., 3)/4' LONG), 5d COOLER (0.086' DIA.; I5/s' LONG), 6d COOLER (0.092' DIA., 13s' LONG) 1. I Y4' No. 6 DRYWALL SCREWS (TYPE W OR 5) MAY BE SUBSTITUTED FOR NAILS LISTED AS Sd COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1. 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'S W/ 10d FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2-2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO WALLS WITH 8d EDGE NAILING AT 2' O.C. OR 10d EDGE NAILING AT 3' OR 2' O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE_ 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. II. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (I) FOR THE %' DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (IE. (2) MASP REPLACE (I) 5/a' DIA ANCHOR BOLT) (2) (6) (I) 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM Q UI ui (6) (4) 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ALL THREAD ANCHOR BOLT INSTALLED W/ SIMPSON "SET" EPDXY ADHESIVE PER MANUF. SPECS. (SEE BELOW FOR EMBED. PER HOLDOWN) 6. EXISTING CONCRETE STEM WALL 7. EXTEND ANCHOR BOLT W/ COUPLER NUT & ALL THREAD ROD AS NEEDED HOLDOUN BOLT SIMPSON LTT20B Vs' DIA. SIMPSON LTTI31 %' DIA. SIMPSON HTTI6 %' DIA. SIMPSON HDU2 5/8' DIA. SIMPSON HAU4 5/s' DIA. SIMPSON HAUS 3s' DIA. SIMPSON HDUS Ys' DIA. EMBED. 6' 10' 10' 10' 10' 15' 15' CHS HOLDOWN @ EXISTING FOUNDATION N.T.S (2) I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN TYPICAL STRAP TIE HOLDOWN @ FOUNDATION SCALE: /4'=I' z i= x Ui 0 w w STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. UNLESS ACCOMPANIED BY REVISED DRAWINGS. EXIST, DECK KEEP EXISTING 0 NEW PINING EXIST. STORAGE TO BE DEMO 1 EXISTING HOUSE EXIST. BATH EXIST. BEDROOM I NEW KEEP EXISTING PORCH P1- 1_STHDSR.) 1. STWDIORJ MAIN LOOIR K7Y PLAN 5THD10 CORRECTION #1 w A 9*16*16 * 0) L 0 C LL.I (n •- (/) ') W )0 4- 0 CO N N I �I M. - co II N N W Z Q 0 IA- L 0 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 022017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER CBY: T.N. DATE: 08/8/16 CHECKED: B.T. SHEET NO. S7 3 JOB NO. 16-7IAE l (3) (9) X r z Co cA`r O i i-r,?i �i�. i�i•i a 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN, SECURE TO PLATE W/ (2) 10d NAIL PER JOIST 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT @ 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 @ 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED, (IF MONO POUR VERTICAL REBAR DONOT REQ'S) 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS @ 6" O.C. NOTE: 1 SIMPSON LTP4 @ 48" O.C. 4"-6" SPALL ROCK 1'-0' (8) REQUIRED IF PLYWOOD SHIM INSTALLATION UNDER FOS INC 31_0' OCCURS AT RIM BOARD PER GEO. REPORT CRAWL� SCALE: N.T.S. (1) (2) (3) (4) (5) .71 (9) TYPICAL INTERIOR CONT. FOOTING4"-6" SPALL ROCK r 1'-4' INSTALLATION UNDER FOOTI PER GEO. REPORT TYPICAL INTERIOR CONT. SCALE: N.T.S. 1. BLOCKING BY JOIST MFR. 2. (3) 16d PER BLOCK 3. FLOOR SHEATHING 4. I -JOISTS PER PLAN 5. BEAM PER PLAN 6. 2x CLEAT EACH SIDE OR SIMPSON BC POST CAP 7. 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE 8. CONT. FOOTING PER PLAN W/ (2) #4 BARS CONT. 9. EDGE NAILS (5) (9) (7) 4II::::I�I:I:IYV'VO'v VV 4"-6" SPALL ROCK INSTALLATION UNDER FOO PER GEO. REPORT 1. WOOD COLUMN PER PLAN 2. SIMPSON PB POST BASE AS OCCURS (U.N.O ON THE PLAN) 3. #3 TIES AT 10" O.C. AT PEDESTAL 4. (4) #4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE PEDESTAL (OPTIONAL) 7. CONCRETE FOOTING 8. 2-#4 BARS EACH WAY (U.N.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. FOUNDATION FOOTING SCHEDULE NOTE: USE MIN. 6' WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS UN.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS UN.O. O24 P.T. POST ON 24' DIA. X 10' THICK CONC. FOOTING 24 P.T. POST ON 24' DIA. X 10' THICK CONC. FOOTING W/ (3) *4 BARS EACH. WAY 30 P.T. POST ON 30' X 30' X 12' THICK CONC. FOOTING W/ (3) * 5 BARS EACH WAY 36 P.T. POST ON 36' X 36' X 12' THICK CONC. FOOTING W/ (4) * 5 BARS EACH WAY 42 P.T. POST ON 42' X 42' X 12' THICK CONC. FOOTING W/ (4) * 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY (9) 4"-6" SPALL ROCK INSTALLATION UNDER PER GEO. REPORT (6) � 1'-0' (8) c NOTE: FOOTING / SIMPSON LTP4 @ 48" O.C. REQUIRED IF PLYWOOD SHIM / 31-0 OCCURS AT RIM BOARD 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT @ 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 @ 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS @ 6" O.C. (GALVANIZED NAILS) I -JOIST BLOCKING AT PANEL EDGES (1ST BAY ONLY) 11. CRAWL SPACE FOUNDATION. SCALE: N.T.S. 4"-6" SPALL ROC INSTALLATION UNDE PER GEO. REPORT 1. SHEATHING & NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 5. #4 @ 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS 6. CONC. SLAB AS OCCURS 7. TREATED SILL PLATE W/ 5/8" DIAMETER ANCHOR BOLT @ 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 8. (2) #4 BARS CONTINUOUS AT BOTTOM OF FOOTING 9. R-10 INSULATION MIN. (SEE ARCHITECT) TYPICAL SLAB ON GRADE FONDATION C) N >< w UJ w 1. EXISTING STEM WALL & FOOTING 2. NEW STEM WALL & FOOTING PER PLAN 3. #4 HORIZONTAL REINFORCEMENT PER STEM WALL DETAIL 4. DRILL & EPDXIED (2) #4 BARS TOP & BOTTOM OF STEM WALL, 5" MIN. EMBEDMENT TO EXISTING STEM WALL & 10" INTO NEW WALL PLAN VIEW 105 CONCRETE WALL AT EXIST WALL SCALE: N.T.S. - r EXISTING FOUNDATION STEM WALL TO REMAIN UNCHANGED 2. NEW (3) #5 BARS CONTINUOUS AT BOTTOM @ EACH WAY 3. NEW ISOLATED FOOTING PER PLAN 3'-0' CRA L SPACE FOUN ATION. FOUNDATION VENTILATION USE 14' X 1' SCREENED FDN. VENTS (I) VENT = .52 SQ. FT. NET FREE VENT AREA FDN. AREA 150 N.V.A. .52 864 300 = NET VENT AREA REQ'D (N.VA.) = QTY. OF VENTS REQUIRED 288 - 5.54 - 288 .52 TOTAL VENTS REQUIRED = 5 ALL FDN. VENTS TO BE LOCATED THREE FEET FROM THE BUILDINGS CORNERS PER R4082 (IRC) (2) (3) (4) IMF MEM f �1■ (5) 16'-0' MA ' JOIST SPAN 61'-6' VERIFY 16'-0' 24'-0' 13'-6' 24 EXISTING DECK JOIST TO REMAIN r 24 J L DRILL 4 EPDXIED (2) *4 BARS TOP 4 BOTTOM OF STEM WALL. 5' MIN. EMBEDMENT INTO EXISTING STEM WALL 410' TO NEW WALL 6,-0' 105 4(41 0 4( oP o 4e EXISTING FLOOR JOISTS 2. EXISTING 2x RIM BOARD J co 3. NEW 2x LEDGER SECURED TO EXISTING RIM BOARD W/ 2 ROWS OF 1/4"X4" SCREW @ 6" O.C. STAGGERED (EACH ROW) 4. NEW FLOOR JOIST PER PLAN SUPPORTED BY HANGER PER JOIST SUPPLIER 5. EXISTING STEM WALL FLOOR JOIST AT EXISTING WALL SCALE: N.T.S. DRILL 4 EPDXIED (2) *4 BARS TOP 4 BOTTOM OF STEM WALL. 5' MIK EMBEDMENT INTO EXISTING STEM WALL 410' TO NEW WALL P 0 tr L I NEW FLR.JOIST 9 16' O.C. L 101 5'-6'YERIFY 2X LEDGER TO MATCH FLOOR SYSTEM 2X LEDGER TO MATCH FLOOR SYSTEM 2X10 DF*2 FLOOR JOIST a 16' O.C. 100 XI0 DF*2 FLOOR JOIST - 16' O.C. SIM 30 CRAWL SPACE IS' MIN. W/6 MIL VAPOR BARRIER TYP. 2X LEDGER TO MATCH FLOOR SYSTEM 30 DOUBLE JOIST DOUBLE JOIST SLAB ON GRADE 4' CONC. CONC. EDGE 100. SIM 104 24 I0'-0' 102 24'xIS' MIN. CRAWL SPACE ACCESS r N V 14' x l' SCREENED FDN VENTS (5)REQ'D 4 L--@ v BLOCK OUT FOR I�ECH. WORK -PROVIDE ONE LAYER 5'8' GLIB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION 15 A FLOOR -CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1�2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN lie' GUS ON THE GARAGE SIDE. SL48 ON GRADE 4' CONC. SLAB ON GRADE 4' COMP. FILL TYP. SLOPE 46 PER FT TOWARD DOOR I'-IO2' CONT. FOOTING F" S'-3' J: 46'-O'YERIFY 2'-42' 23'-6' 13'-6' FOUNDATION FRAMING PLAN - ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS - PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN O PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1'-0" C❑RRECTI❑N #1 w I- 9*16*16 a) a) • La ce 0 0 0 In N 140 Nt 00 Nt 143 NI 0 Li - 3 co 0 LA in La APPROVED FEB 02 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 7 2017 PERMIT CENTER 14 CD C2) 1-1 &) z tcor? rx.1 ,c21 0 >45 "ifgs g z -Q T.N. DATE: 08/8/16 CHECKED: B.T. SHEET NO. S2 3 JOB NO. 161-71AEi 300 TRUSS AT STUD WALL 1. TRUSS PER PLAN 2. SIMPSON H1 OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING © 24" W/ 3-10d PER BLOCK TOENAIL INTO PLATE 7. SHEAR PANEL EDGE NAILING 8. SHEATHING AND NAILING PER SHEARWALL SCHEDULE SCALE: N.T.S. 302 GIRDER TRUSS PER PLAN 301 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP CHORDS W/0 SHEATHING SHALL BE BRACED W/ 2x4 ® 24" O.C. ATTACHED W/ (2) 10d NAILS PER TRUSS 4. NEW ROOF TRUSS PER PLAN 5. BEAM PER PLAN WITH FACE MOUNT HANGER PER TRUSS MANUF. 6. EXISTING TRUSSES TO REMAIN TRUSS AT GIRDER TRUSS SCALE: N.T.S. 304 NOTE: RIDGE BOARD SHALL BE AT LEAST 1 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT END OF THE REFTER, ALL VALLEYS AND HIPS SHALL NOT LESS THAN 2 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH OF THE CUT END OF THE RAFTER. 2X OVER FRAME O 24" O.C. w/ 2-10d TOE NAILS TO VALLEY BOARD 4, TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT U1/ 2-I6d NAIL PER TRUSS TYP. NOTE: 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0'-4' 2X4 MIN. 4'-8' 2X6 MIN. 8'-10' 2X8 MIN. 10'-12'----2X10 MIN. VALLEY FRAME AT OVERFRAME SCALE: N.T.S. (3) (4) (5) (6) (9) (4) GABLE END TRUSS 1. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12" OR LESS FROM EXTERIOR WALL Q 48" O.C. (MORE THAN 12" FROM EXTERIOR WALL © 24" O.C.) 4. EDGE NAILS PER SHEAR WALL SCHEDULE 5. 2-10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12" FROM EXTERIOR WALL USE A34 MIN.) 6. GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 7. 2X6 CONTINUOUS W/ 10d NAILS 8" O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. 10d ® 6" O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER SCALE: N.T.S. (5) (4) 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON BC TYPE POST CAP U.N.O. ON PLAN 4. WOOD COLUMN PER PLAN 5. SIMPSON ACE TYPE POST CAP U.N.O. ON PLAN WOOD BEAM TO WOOD COLUMN SCALE: N.T.S. ROOF VENTS CAL.: ROOF VENT AREA 1 REQ'S: - 1496/ 300 = 4.99 SQFT. ROOF JACK VENT APPLY: (1' X 1')/144 = 034 SQ. FT. 4.99 SQFT. / 034 SQFT. = 14.65 OR ROOF JACK VENT REQ'S : 15 ROOF VENT AREA 2 REQ'S: - 132/ 300 = 0.44 SQFT. ROOF JACK VENT APPLY: (1' X x')/144 = 0.34 SQ. FT. 0.44 SQFT. / 034 SQFT. = 1.29 OR ROOF JACK VENT REQ'S : 2 EXISTING /////////////////////////////i f F- x w EXISTING EXIST, STO 4C1E TO BE DEMO i//////////////////// GABLE END TRUSS 0 6X8 D I {6X8 DF_2 E Tz 1 0) EXISTING -71j- j I 1 / / / / / / / / / /// 4Q40 // / / / / / / / / / ▪ ////////:////:///// // // //// ///7//// / / / / / / / / / ///////J ,/ X8 DP2 OC1 j VENT AREA 2 l ////////////. 1 IISMINASHOISfitlo RO TRUSSES 24 O.0 TYP I CAL IM 7/ EXISTING GABLE END TRUSS 1 c / / / / / / / / L 1 EXISTING ROOF EDGE TO REMOVE 02 -1 EXISTING ROOF EDGE TO REMOVE 1 EXISTING p EXISTING )[ - T9 1 lLu }EXISTING GABLE END TRUSS 304 �4. x 1 MIN.>ATTICT LAG`CEvS J / / / / / / / / /, 02'I; / / i/ SIM/ jl/ /1/ / // ////// //-// /,; ROOF VENT AREA 1 5:12 0 5:12)® OC PROOF TRUSSES 6 24n O.C. TYPICAL GABLE END TRUSS GABLE END TRUSS ROOF FR4MING PLAN MFR. COMMON TRUSSES 0 24' O.C. AS PER MFG. SPECS. TYP. 4 X 12 DF*2 SPAN OVER WALL ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT BEARING WALLS, U.N.O. SHADED AREAS INDICATE OVERFRAMING, 2X6 © 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS - IF AN ENGINEEFED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1 /4" = 1'-0" I-6, / / L Iul CORRECTION #1 9*16*16 (I) L a) eft C LU .0) VJ HAS BY" IS Pi-OHEITED"E, VIOL !ONS 7 BY ",ES UP "' L' ' 4- O L 0 CO N. 0 CNI I I 000 v I �� N N za 0 1-1- a_ REVIEWED' OR CODE COMPLIA CE APPROVED FEB 0 2 2017 City &Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 17 2017 PERMIT CENTER C 0 r V a. CBY: T.N. DATE: 08/8/16 CHECKED: B.T. SHEET NO. S3 3 JOB NO. 16-71AE1