The URL can be used to link to this page

Home My WebLink AboutPermit D18-0154 - HARDIAL SINGH RESIDENCE - ADDITION AND NEW GARAGEHARDIAL SINGH RESIDENCE 15215 51ST AVE S D18-0154 Parcel No: Address: r City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2223049094 Permit Number: D18-0154 15215 51ST AVE S Project Name: HARDIAL SINGH RESIDENCE Issue Date: 9/24/2018 Permit Expires On: 3/23/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: SINGH HARDIAL 15215 51ST AV S , TUKWILA, WA, 98188 MINH NGUYEN 17614 NE 29TH ST, REDMOND, WA, 98052 OWNER AFFIDAVIT ON FILE HARDIAL SINGH Address: 15215 51ST AVE S , TUKWILA, WA, 98188 Phone: (425) 524-5863 Phone: Expiration Date: DESCRIPTION OF WORK: DEMO 10 FT AT REA (TOTAL 265 SF) ADD 1195 SF ADDITION TO THE REAR ADD 385 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL & STORM DRAINAGE. WATER DIST. 125 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $175,951.80 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $4,354.40 Occupancy per IBC: R-3 Water District: 125 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: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 20 Fill: 20 Number: 0 1 No Permit Center Authorized Signature: Date: Q l d -c/% I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: /14 -RP / v- L Date: y r / 0 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: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 7: 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. 8: 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. 9: 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. 10: ***BUILDING PERMIT CONDITIONS*** 11: 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. 12: 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. 13: 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. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: 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. 20: 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. 21: 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. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 25: 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. 26: 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. 27: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 28: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 29: Land altering, drainage, and other activities shall be completed in accordance with all geotechnical recommendations by Geotech Consultants, Inc., dated August 20, 2018; and subsequent geotechnical evaluations. 30: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR f CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 hap: wkwi lad 'A.go v / 1 Building Permit No. Dk/01 4- Project No. Date Application Accepted: (p't‘ Date Application Expires: 1I. t 4 (For office e 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 Site Address: 15215 51st Ave S - Tukwila 98188 Tenant Name: Ijlg DIA L 511110-1 PROPERTY OWNER Name: Minh Nguyen Address: 176114 NE 29th St Name: Hardial Singh Phone: (425) 524-5863 ' Fax: Email: w,ashingtonHouseDesign@outlook.com Address: 15215 51st Ave City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Minh Nguyen Address: 176114 NE 29th St City: Redmond State: WA Zip: 98052 Phone: (425) 524-5863 ' Fax: Email: w,ashingtonHouseDesign@outlook.com GENERAL CONTRACTOR INFORMATION Company Name: Engineer Name: Ken Nguyen Company Name: City: Redmond State: WA Zip: 98052 Address: Architect Name: City: State: Zip: Phone: Fax: Phone: Fax: Contr Reg No.: Email: Exp Date: Tukwila Business License No.: H.\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised. .August 2011 bh King Co Assessor's Tax No.: 222304-9094 Suite Number: Floor: New Tenant: ❑ Yes J ..No ARCHITECT OF RECORD Company Name: NT Engineers Engineer Name: Ken Nguyen Company Name: City: Redmond State: WA Zip: 98052 Phone: (425) 891-5111 Fax: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: NT Engineers Engineer Name: Ken Nguyen Address: 17614 NE 29th St City: Redmond State: WA Zip: 98052 Phone: (425) 891-5111 Fax: Email: w,ashingtonHouseDesign@outlook.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 1-t Dyn L Si 06-34 Address: t5Lls 51 ,rAlt s City: `Cu kw 0.4 State: la 4 Zip: ill n Page 1 of 4 rr� BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 160,000 Existing Building Valuation: $ 450,000 Describe the scope of work (please provide detailed information): 1. DEMO 10 FT AT REAR (TOTAL 265 SF) 2. ADD 1195 SF ADDITION TO THE REAR 3. ADD 385 SF ATTACHED GARAGE 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): 8,100 Floor area of principal dwelling: 1,743 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: 1 Compact: 1 Handicap: 0 Will there be a change in use? El Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 1l " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM El On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H \Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 I.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 1 si Floor 585 1,195 V SFR rd Floor 3rd Floor Floors thru Basement 650 Accessory Structure* Attached Garage 385 V SFR Detached Garage Attached Carport Detached Carport Covered Deck 260 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): 8,100 Floor area of principal dwelling: 1,743 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: 1 Compact: 1 Handicap: 0 Will there be a change in use? El Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 1l " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM El On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H \Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): 1. DEMO 10 FT AT REAR (TOTAL 265 SF) 2. ADD 1195 SF ADDITION TO THE REAR 3. ADD 385 SF ATTACHED GARAGE Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑...Water District #125 m ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑... Valley View 0 .. Renton m ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: O 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") D ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours VI ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way D Non Right-of-way 0 ...Total Cut O ... TotaI Fill 5 cubic yards cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ... Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑- ❑. ❑. ❑- 0 ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) 0 .. Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone 0 .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size 0 ...Sewer Main Extension Public m 0 ...Water Main Extension Public m 0 .. Grease Interceptor 0 .. Channelization ❑ .. Trench Excavation 0 .. Utility Undergrounding WO # WO # WO # 0 ...Deduct Water Meter Size Private 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water D ...Sewer Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ Applications\ Forms -Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised August 2011 bh Page 3 of 4 f 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: Print Name: Minh Nguyen Mailing Address: 17614 NE 29th St H:1Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: .5 15 12 Day Telephone: (425) 524-5863 Redmond WA 98052 City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME HAe IAL SING/ -t (Sf� 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. PERMIT # N g — 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 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Tess D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) Soo /1 So 1,5oa h, o 4;_c00 than $200,000 of A. 5. Enter total excavation volume ZO cubic yards Enter total fill volume 2 o cubic yards $250 (1) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 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(p '2- The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.18 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 $ 112_ 50 (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 23 5c (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 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 2 so $ 6 (9) .1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * .Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ - (10) go DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 142 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches)\ Installation Cascade Water Alliance FC 01.01.20188 — 12.31.2011 Total Fee 0.75 $625 \ $6007% $6630 1 $1125 01 $15 2.50 $16,137.50 1.5 $2425 0,025 $32,450 2 $2825 $48,0 , 1 $50,865 3 $4425 $96,080 � $100,505 4 $7825 $150,125 — $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 / Temporary Meter 0.75" $300 2.5" $1,500 3 ckm f1 Register Recei City xof Tukwila DESCRIPTIONS " PermitTRAK ACCOUNT QUANTITY PAID $496.25 D18-0154 Address: 15215 51ST AVE S Apn: 2223049094 $496.25 Credit Card Fee $14.45 Credit Card Fee R000.369.908.00.00 0.00 $14.45 DEVELOPMENT $225.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $6.80 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15457 R000.322.900.04.00 0.00 $6.80 $496.25 Date Paid: Monday, September 24, 2018 Paid By: KHOA NGUYEN Pay Method: CREDIT CARD 013044 Printed: Monday, September 24, 2018 2:31 PM 1 of 1 .'[ !SYSTEMS r l 1 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $3,858.15 D18-0154 Address: 15215 51ST AVE S Apn: 2223049094 $3,858.15 Credit Card Fee $112.37 Credit Card Fee R000.369.908.00.00 0.00 $112.37 DEVELOPMENT $3,635.74 PERMIT FEE PLAN CHECK FEE WASHINGTON STATE SURCHARGE R000.322.100.00.00 R000.345.830.00.00 B640.237.114 0.00 0.00 0.00 $2,200.75 $1,430.49 $4.50 TECHNOLOGY FEE $110.04 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14504 R000.322.900.04.00 0.00 $110.04 $3,858 15 Date Paid: Wednesday, May 16, 2018 Paid By: DUNKAN NGUYAN Pay Method: CREDIT CARD 33957P Printed: Wednesday, May 16, 2018 2:31 PM 1 of 1 F ' SYSTEMS f i CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 09/24/2018 02:30:42 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********6063 K TRAN AMOUNT: $496.25 APPROVAL CD: 013044 RECORD #: 000 CLERK ID: Rachelle X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Page 1 of 2 https://classic.convergepay. com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 9/24/2018 Page 2 of 2 / CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 09/24/2018 02:30:42 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********6063 K TRAN AMOUNT: $496.25 APPROVAL CD: 013044 RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy https://class ic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 9/24/2018 INSPECTION RECORD _ Retain a copy with permit Q/Qy INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prq'�ect: iipti T of Ins a ton: Address: �' 6SZ/�SSt ire S, Date Called: Special Instructions: Date Wantec( '^a.m. /1 8-G�5 p.m. Requester: . Phone No: Zc4^3G— 6800 Approved per applicable codes. Corrections required prior to approval. COMMENTS: -LtiLvt(4)virues 61, nspector: &.(2 Dated.– /Or, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.. INSPECTION NO. INSPECTION RECORD Retain a copy with permit t$- v/ Cif PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj/ec . , OI I-- S ` kik Type of Ings a tiionlAs n: Fw Al - Ad resd .i'% /s" Zis 5/ Ave- 5, Date Callen: U Special Instructions. iJ L' .� 6 '€2 l:4. Date Wanted: Jr - �1 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 13 tJA Lfr /C/A1a,C / $ re/4( Phft GJArC(S ru , "5 Inspector GAL.) Date://5 r Z0G5 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD De-ozry 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: t d%wCSiaid-) Tye of In .ection: �' ;It ►s�� Address: sr /.5-15-5/ --Ave.. S. . e•: � SLAB%/.5-15-Floor XrvskL& Special Instructions: Date Wanted: /O/110/26i / a.m. p.m. Requester: 3!/J Phone No: Zo(i — 96-- 6 Soa N Approved per applicable codes. Ij Corrections required prior to approval. /'_ COMMENTS: ( U ` = --R 012:11 eel k* * S Lalo/ G6or S1 st Lct_+iort povre_, Inspector: (1) ( U Date:AD /6 00A REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6 INSPECTION RECORD Retain a copy with permit Did INSPECTION NO. PERMITNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: p� ti446-- 4//4/4? Type of Itnn�spection: tee /d-4/1ellf AddrelLs: Date Called: Sde ial Instructions: Date Wanted: a. Requester: �°'✓� Phone Na: � 6 89b 6802 Approved per applicable codes. LJ Corrections required prior to approval. OM M ENTS: G,411k 1A -RA balk./ Inspector: as 0 _(2 Date: 7 z_v_ zoi5. 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 b s 01 54, Project: i am!' Type ofI$:ALL, `VOSJ�` J Address: 152.‘c ..51.r i1 S Date Called: F ilJh? # Special Instructions: Date Wanted: Opp, a.m. Requester: 1-J\ Phone No: t,3 60 Oco Approved per applicable codes. Corrections required prior to approval. COMMENTS: 074 -et IA1% Sutr4 0 / -gag pi5hd/ •87ie/o-r .0t_1-- a/ Br,ed 441-/kLac PAL InspectoraW Date:?-f_%r7 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 of Projectt��,j� L 7I-6111^ 411367� Type of Inspection: 'Tt IMc.N6 Address: 152, t c 519* AA S Date Called: Special Instructions: Date Wanted: &-x'19 a.m. Requester: 4 t 6 Phone No: 2e .347(o ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: I l r ret“ re -Ks 5/..k-la.L.Joi 4 bf ✓ae P 7+7 Th,t_i5S7 •/?vccr 6 -k% cew-40 3.1iNngot;i4eMe Inspector:�� Date:6zr0,0jr1 l t 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 ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 1:AS dist-{ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: 152% 5 5 I it Am s Date Called: SpecialInstructions: Date Wanted: 6—bZ^01 a.m. Requester: Phone No: ElApproved per applicable codes. COMMENTS: f$710-iin; Kil Corrections required prior to approval. a FCvi r$ L/ 2 g C �tr•� �.L pl.c.t t( 6 V- e, foraeA /1J i4tio--44A ' v-) tiV & /0 e ,,1-5: z i- f z7 hSs ee5 - itfA<PQ/ l r. o 0 ir 1LL (Li`" e)((c rt1- io/ / f S v\dtev (f...,@) CV Otc., QI(.rS$ fi rAole- kobr 1rnr TO uS Inspector: a c Date ze/ 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 i �► ION N0. ERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: /?L4,t DIS S�11G# Type of Ins ction: i/V14 �� Address: /524 / zS. x%44 3' Date Called: Special Instructions: Date Wanted: �` '7 15 ea.mw3 p.m. Requester: /` !j,✓(�!'( Phone No: 7 U4 Z/'3" ElApproved per applicable codes. orrections required prior to approval. COMMENTS: 7ecef, ,ilt„,„..r/Le. aor 16,4014. - J1Ni eoCk 001µ o.'-. ��- a go P P 1) 4 ( , Inspector: Date: 14-4 -(q REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD .i%' Retain a copy with permit INSP3' 0. bIfj O1.S4 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: 1\i/D' At — 4 IN16I Type of Inspection: I. i 434 Address: 1- 26- 51 `'T ia.•L? S, Date Called: Special Instructions: Date Wanted: 2, 2.sc, a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -re.'4-A'4 Cac Irl lea��- kimolk AA( \hatit,04e4)04 4Povi irk/ A-Privl" Date: z.....430 REINSPECTION F REQUIRED. Prior to next inspection, fee must be Inspector: paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: / ( hiab vt.1(tX Ji %( J. / 7f '`I (E Type of Inspection: 1.A Address: /52 /5 5? -1 e S Date Called: Special Instructions: Date Wanted: / r /• /C?/1 � `°'D) p.m. Requester: S,ne41, ,,Til Phone No: 116101 ,4,06- // 0 Approved per applicable codes. CgiCorrections required prior to approval. COMMENTS: I n s peg•tor: Date: 11-110 a) 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 ,i ib ei 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 Projecj: f J,A2/a'4 Sh•iGi Type of Inspection: A Address: /s2-,/<" s/ '67-44F s Date Ca ed: Special Instructions: Date Wanted: f2•Zt a.m. Requester: 4u Phone No: -20 G 2-Z& 216.5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: �. /,1G 0624'')`' � h b1 i 211 -0 F4.44 � - (4 4 n9 o F Inspector: Date: 2J' _ D 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 DIP -61 /51' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj ct: / SIAddress: Type of inspection: J 151 q.SI;zS Date Called: Special Instructions: Date Wanted: y // D o ap m m. Requester: Phone No: ElApproved per applicable codes. D 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 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dig -0 i5t1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:( /, ' / YtI(tl AUC i i,,R-sG%/r.K( Type of Inspection: r S L Address:. �5I 5 51 fUe S Date Called: Special Instructions: / Date Wanted: /I /% // a.m: Requester: Phone No: ix Approved per applicable codes. orrections required prior to approval. COMMENTS: -1A-k--T14-J-121/4g€4 fn !'crj- c 4, s5. t� tivos\ °-r, ec-p vtrnec. S tig-S aur inns cl_Qt plan 4v L-1 A Inspector: Date ilkl► REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. GEOTECH CONSULTANTS, INC. Hardial Singh 15215 — 51st Avenue South Tukwila, Washington 98188 via email: somldala@live.com 2401 10th Ave E Seattle, Washington 98102 (425) 747-5618 Subject: Transmittal Letter — Geotechnical Proposed Singh Residence Addition 15215 — 51St Avenue South Tukwila, Washington Dear Mr. Singh: 1 Engineering Stu • Au e ust 20, 2018 REVIEWED FOR CODE COMPLIANC APPROVED SEP 192018 City of Tukwila BUILDING DIVISION 18373 Attached to this transmittal letter is our geotechnical engineering report for the proposed addition to your residence in Tukwila, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, stormwater infiltration considerations, and design considerations for foundations, retaining walls, subsurface drainage, and temporary excavations. This work was authorized by your acceptance of our proposal, dated July 25, 2018. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. ASM/JHS:kg CORRECTION LTR# Respectfully submitted, GEOTECH CONSUL ANTS, INC. c�" 2 —;- / ' `) J f— James H. Strange,6/r., P.E. Associate bl9ois'j GEOTECH CONSULTANTS, INC. RECEIVED CITY OF Ti UKWIL AUG 2 8 2010 PERMIT CENTER TER GEOTECHNICAL ENGINEERING STUDY Proposed Singh Residence Addition 15215 — 51st Avenue South Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Singh residence addition in Tukwila. We were provided with site plans for the proposed addition. NT Engineers developed these plans, which are dated May 11, 2018. Based on these plans, we understand that a two-story addition will be constructed off the western side of the existing residence. The lowest (main) floor is proposed near the existing yard grade directly west of the existing residence. The provided site plans indicate the addition will have offsets of 5 feet from the northern and southern property lines, and an offset of 10 feet from the western property line. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Tukwila. The rectangular - shaped subject site is located on the western side of 51st Avenue South and has dimensions of 58 feet in the north -south direction and 138 feet in the east -west direction. A one-story residence overlying a basement is located near the center of the property. A concrete driveway runs from the southern side of the residence along the southern property line to 51St Avenue South to the east. The ground surface of the subject site, and the general vicinity, slopes downwards from west to east. Across the subject site, the elevation drops approximately 20 feet at an inclination of approximately 15 percent. However, the central portion of the site surrounding the residence is generally flat. Bordering the eastern property line is a 3 to 5 -foot -tall modular block retaining wall where the grade drops from the flat yard down to the elevation of 51st Avenue South to the east. This retaining wall also turns and borders the northern and southern sides of the driveway. The area west of the existing residence consists of a flat yard that has been cut into the original ground surface. A modular block retaining wall runs parallel to the western and northern property lines west of the residence. The retaining wall is tallest in the northwest corner of the property at 5 feet in height; the wall tapers down to 1 to 2 feet tall near the southern property line and the western edge of the existing house. A small shed is currently located in the northwest corner of the property upslope of the retaining wall. Residential properties containing single-family residences border the subject site to the north, west, and south. The adjacent houses have offsets of 10 feet or greater from the shared property lines with the subject site. As discussed above, 51st Avenue South borders the site to the east. GEOTECH CONSULTANTS, INC. Singh August 20, 2018 SUBSURFACE JN 18373 Page 2 The subsurface conditions were explored by excavating three test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on July 30, 2018 with a tracked excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions Test Pits 1 and 2 were conducted near the center of the proposed addition in the western back yard near the toe of the existing modular block retaining wall. Dense, glacially - compressed sandy silt was encountered directly below the ground surface. Test Pit 3 was conducted upslope (west) of the southern end of the western retaining wall and near the western perimeter of the proposed addition. Loose silty sand fill soils were revealed beneath the ground surface, overlying loose native silty sand at a depth of 1.5 feet. The dense glacially -compressed silt was encountered below a depth of 3 feet. No obstructions were revealed by our explorations. However, debris, buried utilities, and old foundation and slab elements are commonly encountered on sites that have had previous development. Groundwater Conditions No groundwater seepage was observed in our subsurface explorations. The test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in the looser near -surface soil perched above the underlying denser silt. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The Togs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of test pit backfill was not in the scope of our services. The test pits were backfilled with excavated soil that was lightly tamped into place. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GEOTECH CONSULTANTS, INC. Singh August 20, 2018 CONCLUSIONS AND RECOMMENDATIONS GENERAL JN 18373 Page 3 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered dense, glacially -compressed silt at shallow depths below the ground surface and near the elevation of the proposed addition foundations. Conventional shallow foundations bearing directly on the dense native silt are well-suited to support the proposed addition. The existing residence has a basement floor; thus, we anticipate some amount of overexcavation will be needed through the existing loose basement foundation backfill to reach competent native dense bearing silt below, where the proposed foundations tie into the existing residence. Excavations into dense glacially -compressed soils typically requires a toothed excavator bucket which often disturbs the footing subgrade soils. Therefore, we recommend the final bearing surfaces be excavated with either a flat -bladed bucket or a grade beam. In addition, the high fines content of the dense native silt soils makes them very moisture -sensitive; when wet, the native silt can easily become disturbed and softened from equipment and foot traffic during the footing formboard and rebar installation. It would be prudent to cover the footing subgrade soils with a thin layer of clean crushed rock to protect the bearing surfaces if the excavation is completed during the wetter winter months. If this isn't done, any loose disturbed soils will need to be removed by hand/shovel from the footing subgrade surfaces prior to pouring the concrete footings. Based on the provided plans, the new addition foundations will be near the existing flat backyard elevation west of the existing residence and thus very little excavation will be required for the majority of the addition. However, the northern and western perimeters of the proposed addition will be located upslope of the previously -discussed, existing, modular block wall. Excavations in the order of 3 to 5 feet below the ground surface upslope of the exiting retaining wall are anticipated for the perimeter footings based on the provided plans. Temporary open cut slopes should be inclined no steeper than 1:1 (Horizontal:Vertical). With 5- and 10 -foot offsets from the northern and western property lines, it appears these excavations will be possible using temporary open cut slopes within the property. The onsite native silt soils will be very difficult to adequately re -compact and use as structural fill due to their high fines content. Thus, importing granular structural fill should be anticipated for the project. We understand that infiltration of collected stormwater from the new impervious surfaces may be considered for the project. The glacially -compressed silt soils encountered underlying the subject site have a very low permeability due to the fine-grained and dense nature. In the Puget Sound region, groundwater commonly percolates downwards through loose near -surface soils, where it becomes perched on top of the relatively impervious, glacially -compressed soils. Therefore, it is our professional opinion that onsite stormwater infiltration is not feasible on the subject site. However, provided there is a sufficient vegetated flowpath, collected stormwater could be dispersed into the looser near -surface soils east of the residence; or it could be tightlined to an approved stormwater drainage system. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should GEOTECH CONSULTANTS, INC. Singh August 20, 2018 JN 18373 Page 4 be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking, cleaning, and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site class within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Soil). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.0 second period (S1) equals 1.47g and 0.55g, respectively. The IBC and ASCE 7 require that the potential for liquefaction (soil strength Toss) during an earthquake be evaluated for the peak ground acceleration of the Maximum Considered Earthquake (MCE), which has a probability of occurring once in 2,475 years (2 percent probability of occurring in a 50 -year period). The MCE peak ground acceleration adjusted for site class effects (FPGA) equals 0.61g. The soils beneath the site are not susceptible to seismic liquefaction under the ground motions of the MCE because of their dense nature and the absence of near -surface groundwater. Sections 1803.5 of the IBC and 11.8 of ASCE 7 require that other seismic -related geotechnical design parameters (seismic surcharge for retaining wall design and slope stability) include the potential effects of the Design Earthquake. The peak ground acceleration for the Design GEOTECH CONSULTANTS, INC. Singh August 20, 2018 JN 18373 Page 5 Earthquake is defined in Section 11.2 of ASCE 7 as two-thirds (2/3) of the MCE peak ground acceleration, or 0.41g. CONVENTIONAL FOUNDATIONS The proposed residence addition can be supported on conventional continuous and spread footings bearing on undisturbed, dense, native, silt. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings supported on competent dense native silt. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, will be about one inch, with differential settlements on the order of one half-inch across the addition. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.40 300 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the Equivalent Fluid Density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. The above ultimate values for passive earth pressure and coefficient of friction do not include a safety factor. FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: GEOTECH CONSULTANTS, INC. Singh August 20, 2018 PARAMETER Active Earth Pressure * VALUE 40 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the Equivalent Fluid Pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. This applies only to walls with level backfill. JN 18373 Page 6 The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized the wall and reinforcing design for a distance of 1.5 times the wall height from corners or bends in the walls, or from other points of restraint. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. GEOTECH CONSULTANTS, INC. Singh August 20, 2018 Retaining Wall Backfill and Waterproofing JN 18373 Page 7 Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. Drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls at one to 2 percent to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. Foundation drainage and waterproofing systems are not intended to handle large volumes of infiltrated water. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The recommended wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a buildup of water vapor that is commonly transmitted through concrete GEOTECH CONSULTANTS, INC. Singh August 20, 2018 JN 18373 Page 8 walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop non-organic native soil, or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4 -inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI recommends a minimum 10 -mil thickness vapor retarder for better durability and long term performance than is provided by 6 -mil plastic sheeting that has historically been used. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. GEOTECH CONSULTANTS, INC. Singh August 20, 2018 EXCAVATIONS AND SLOPES JN 18373 Page 9 Temporary excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Also, temporary cuts should be planned to provide a minimum 2 to 3 feet of space for construction of foundations, walls, and drainage. Temporary cuts to a maximum overall depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Unless approved by the geotechnical engineer of record, it is important that vertical cuts not be made at the base of sloped cuts. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS Footing drains should be used where: (1) crawl spaces or basements will be below a structure; (2) a slab is below the outside grade; or, (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch -minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. A typical GEOTECH CONSULTANTS, INC. Singh August 20, 2018 JN 18373 Page 10 footing drain detail is attached to this report as Plate 5. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. Clean -outs should be provided for potential future flushing or cleaning of footing drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing a few inches of free draining gravel underneath the vapor retarder is also prudent to limit the potential for seepage to build up on top of the vapor retarder. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should slope away at least one to 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. As discussed in the General section, the on-site soils are not suitable for reuse as structural fill, due to its high fines content and moisture sensitivity. Fills placed on sloping ground should be keyed into the dense native soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches, but should be thinner if small, hand -operated compactors are used. We recommend testing structural fill as it is placed. If the fill is not sufficiently compacted, it should be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended levels of relative compaction for compacted fill: GEOTECH CONSULTANTS, INC. Singh August 20, 2018 LOCATION OF FILL PLACEMENT Beneath slabs or walkwa s MINIMUM RELATIVE COMPACTION 95% Filled slopes and behind retainin• walls 90% Beneath pavements 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). JN 18373 Page 11 Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Hardial Singh and his representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, GEOTECH CONSULTANTS, INC. Singh August 20, 2018 JN 18373 Page 12 our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 4 Test Pit Logs Plate 5 Typical Footing Drain Detail We appreciate the opportunity to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. ASM/JHS:kg Respectfully submitted, GEOTECH CONSULTANTS, INC. Adam S. Moyer Geotechnical Engineer James H. Strange, Jr., P.E. Associate GEOTECH CONSULTANTS, INC. NORTH NM�son k. YV .{ uaFt MU RIy�elu• - i . ii sem- p�t1c3Soutigate .-� � � �' � { t . t hJJJ�.,,^ j ' l i `� 3T Jl7 \ �1 Y ..,`_,.QI Ij LV�t-�4 / rte E�ark� .L\ J .- Mr' 3!'. J-_�.7JL11- :7L'. _. a_ ) T r S ' 1. _` - ��, ��-j[� � a OF a t , \ `� r: 900; ' to Cit% 3i t �? ui t C_3 u 1. _lye i rl ati J�} S<i EVortil.pP.F _ 1 •, Sur1S.jtEEdg3 't �`._._.. -" • 6B ' t j �lr P w 1_j -- r i `}'fes yk211 5T—;'� t , a j , i f€ " t I �n f J- W4tFt- 11 f p '1 1461 y - Y' ._ t. :r y aS ' , Hate{ ut FS Yit f --- ` € t /.. .. - ivertcn--i ,Heights S. 4 5t= _ 1's - F� , SITE , } t 54B r' ott eta r Ettt, , I , i � Feft`-len• 113ar#- ay L.-. � "..k,,, '�. t .3 54th '�L ( '518 F3 .t 4. 4 , `L t -� fi t �t#lf (� a =a 4 i� ': LTJ 05'. r -s id3S tt I ( q-orners E J / lj . � t r� i f tii-� �� 99vv py ` e ' CqCq fay �a yrrt Iy ` x `�. # 'qp' M�1 - i� t . �1�. �� .. 9.a�'v+i l` 1 iT R fiat I 1�_...! I , ; �] ! pC' n .. - .E ' t� 1 Lr r i ' `' r@ new i a : t 54s — E Id t F i$ • is - i { r If i; tj : 1,, 1 )Strarnr. er--e hI J�� T ti vary › P-0 s3 3j( r v aittaeh : 7 r 7 l i.id C 1 3--3 -1 i (�je{' p HelAts ' V. i- 3'. i i I111.�77-'17V1 y ....y, •'t .Ty,. _.. �t .7t:i , - �,. _• �: ^ X, .. 9 - rye ... x t L 3_ 1 � xMi Seattle Taco a r� i C ,. % 1 ._ - t intern tional ( wl m ( t )tf i s 7lirport �y > {: ` ` &r �•' Orilliaa4 - 1 ' ,4 Cavy r..` z3 -i 2'J:csit:; Vx'ani_txt 8rr,..3h+: 'em?AiI.Y.,e:,- 9l .. `0-.., i. --F- in f , h ,S, ,� i. ,a- Sys .. -Vii.__. Ei (Source: Microsoft MapPoint, 2013) VICINITY MAP GEOTECH CONSULTANTS, INC. 15215 - 51st Avenue South Tukwila, Washington Job No: Date: r�� 18373 Aug. 2018 Plate: 1 t� 170 17b r---47 165 160 138' 155 TP -1 ROOF LINE /': tExjLCV RD E /RIDGE: MH ROOF N 155 2C' P-351 AdTP-2 • / {Ex} 12 ASPHALT DRIVEWAY 970 165 Legend: Test Pit Location 160 138' 155 as'DC5.3. (Ex) LAN RETAININ Lo CAPE WALL SITE EXPLORATION PLAN 15215 - 51st Avenue South Tukwila, Washington Job No: 18373 Date: Aug. 2018 No Scale Plate: 2 1 <e top 0�e\� ��e�e GS Qe, �GO� a� \ fo ROM 5 10 TEST PIT 1 Description Gray sandy SILT, non -plastic, very fine-grained, moist, dense -with ocassional thin sand seams * Test Pit terminated at 3.5 feet on July 30, 2018. * No groundwater seepage was observed during excavation. * No caving observed during excavation. . e``�l et oeQ�r� Go� ��a�eJSG� TEST PIT 2 Description Gray sandy SILT, non -plastic, very fine-grained, moist, dense ML •iii * Test Pit terminated at 3 feet on July 30, 2018. * No groundwater seepage was observed during excavation. * No caving observed during excavation. 10 TEST PIT LOG 15215 - 51st Avenue South Tukwila, Washington Job 18373 Date: Aug 2018 Logged by: ASM Plate: 3 1 Oe�tr Go�e�a\e J`'GS ENO 5 NEM 10 TEST PIT 3 Description FILL Dark brown silty SAND with gravel, organics and plastic debris, fine- to medium -grained, dry, loose (FILL) Rust -brown silty SAND with roots, fine- to medium -grained, moist, loose Gray sandy SILT, non -plastic, very fine-grained, moist, dense SM I. ML • * Test Pit terminated at 3.5 feet on July 30, 2018. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15215 - 51st Avenue South Tukwila, Washington Job Date: 18373 I Aug 2018 Logged by: ASM Plate: 4 Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Washed Rock (7/8" min. size) 4" min. Tightline Roof Drain (Do not connect to footing drain) 0 Nonwoven Geotextile Filter Fabric �Ill;�i.'ll�l 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. FOOTING DRAIN DETAIL 15215 - 51st Avenue South Tukwila, Washington Job No: 18373 Date: Aug. 2018 Plate: 5 Pretcriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Singh's Addition 15215 51st Ave S Tukwila WA 98188 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. • ri- -j -1 Authorized Representative Date t-. I_ Ali Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC.e n/a n/a Ceilingk 49' 0.026 Wood Frame Walls'"'." 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 19 2018 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑ 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions O ❑ 0.5 ❑ I d OF rUKVVILA Do MAY 1 6 2018 HERMIT CENTER )0 kwh 0.0 vo..01 1. Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Singh's Addition 15215 51st Ave S Tukwila WA 98188 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information Minh Nguyen 17614 NE 29th St Ref. U -factor Master Bedrm Master Ba BedRm # 3, 4, & 5 0.28 0.28 0 8 Garage 020 (Ex) BedRm 1 &2 (Ex) Living 0.28 0.20 (Ex) Living 0.28 (Ex) Kitchen 0.28 (Ex) Basement 0.2 (Ex) Basement 028, (Ex) Basement 0.20 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 4 ° 5 6 1 4 ° 2 ° 3 4 0 6 13 12.0 °0°6 24.0 8 3 4 0 4 0 1 3 ° 6 8 1 4 0 4 ° 1 4 ° 4 0.00 2 3 ° 2 ° 2 6 ° 2 ° 1 2 8 6 8 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Area UA 0.0 0.00 0.0_ 0.00 Area UA 22.0 6.16 8.0 2.24 66.0 18.48 20.0 4.00 48.0 13.44 20.0 4.00 16.0 4.48 16.0 4.48 12.0 3.36 24.0 6.72 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Hall BathRm Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor 0.50 HaliWay 0.50 Width Height Qt. Feet Inch Feet Inch 1' 2' ° 4 °' 0.00 2 ° 4 ° 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 269.8 70.92 Area 0.26 UA 8.0 4.00 8.0 4.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 16.0 8.00 0.50 285.8 78.92 NT Engineers 17614 NE 29th St; Redmond, WA 98052 1 of 36 DESIGN CALCULATIONS Singh's Addition 15215 51st Ave S Tukwila WA 98188 Prepared by Minh Nguyen 5/11/18 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 19 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 1 6 2018 PERMIT CENTER in°0114 2 of 36 Gravity Analysis 3 of 36 Oz Z 0- 0 0 0 -J .- AI .•' . v d . i.1IIMBI. kmo� iI.iIIiIiiO1IitIii � 'MEI lit .AI EMI■■ PI the .g ` .. • • 4 d, 27 SLOP•' 3 J 3i 31/ 211 c:w� ISI �\■I In 11i�I uit' �11�11��11 1In• .- ■m .� 'il,�= - 4 -11IV II EiEIIIIIIIr- MIME All q all , 91 IIS HE b 1411 Oz Z 0- 0 0 0 -J • 0 0 a 0 w w 0 4040 EG W 0 0 (U co FURNACE VENT. .0—,L ,Si .L -,8i Zz o o = w 1 W F N ( 7 U 0 > z H z >00 ya 0 r U a N m z Lu > 00 0 0 •0-,84 N 0 M 4 of 36 O= Z.dH Z X9 4x8 HF2 N W ® r f�— • • 00,.4zivssnai.,8dw • LL co V ® . i .• ap®8 g „_—_,_,,,,,,, 11` 11 111 �I ns ;;I;:, `' �•111 w 1` r-N011d a CD 011d �' s l l 11 1 1 1j '1i II1 I r LL I 'r1 _ = 0 , I VII 1 , 9X4 1 9� Z1-19)(17 ZJH 9X17 ,Si .L -,8i Zz o o = w 1 W F N ( 7 U 0 > z H z >00 ya 0 r U a N m z Lu > 00 0 0 •0-,84 N 0 M 4 of 36 O= • 5/11/2018 • gI FORTE CALC PACKAGE REPORT Tukwila ForteWEB 5 of 36 1: Level r Member Name Results Cu 'on Comments #1 Window Header BedRM #4 Passed 1 piece(s) 4 x 8 Hem -Fir No. 2 #2 Garage Header Passed 1 piece(s) 4 x 12 Hem -Fir No. 2 #3 Floor Joist - BedRM4 Passed 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC #4 Floor Joist - BedRM3 Passed 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC #5 Floor Joist - BedRM5 Passed 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC #6 Floor Header - BedRM4 Passed 1 piece(s) 4 x 8 Hem -Fir No. 2 #7 Floor Header - Family Rm Passed 1 piece(s) 4 x 10 Hem -Fir No. 2 ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com https://www.forteweb.com/application/job/jobsummary 1/8 5/11/2018 ss i FORTE" 0 WEB ForteWEB MEMBER REPORT Level, #1 Window Header BedRM #4 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 4' 6" 4' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Member Reaction (lbs) Shear (lbs) Moment (Ft -lbs) Live Load Defl. (in) Total Load Defl. (in) Actual @ Location 2062 @ 1 1/2" 1279 @ 10 1/4" 2069 @ 2' 3" 0.033@2'3" 0.047@2'3" Allowed 4253 (3.00") 2918 3247 0.142 0.213 Result Passed (48%) Passed (44%) Passed (64%) Passed (U999+) Passed (U999+) LDF Load: Combination(Pattern) 1.15 1.15 1.0 D + 1.0 S (All Spans) 1.0 D + 1.0 S (All Spans) 1.0 D + 1.0 S (All Spans) 1.0 D + 1.0 S (All Spans) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (U360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports 1 - Trimmer - SPF 2 - Trimmer - SPF Total 3.00" 3.00" Bearing Length Available 3.00" ._ .. 3.00" Loads Location (Side) 0 - Self Weight (PLF) 1 - Uniform (PSF) 0to4'6" 0to4'6 Required 1.50" 1.50" Tributary Width N/A 26' Loads to Supports (lbs) Dead Snow Total 599 1462 2061 599 1462 2061 Dead (0.90) 6.4 10.0 Snow (1.15) 25.0 Comments 6of36 PASSED 0 2 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Accessories None None Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:37 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 2/8 5/11/2018 ForteWEB iealFORTE MEMBER REPORT Level, #2 Garage Header 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: 16' 6" 7ef36 PASSED 0 0 16' a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Member Reaction (lbs) Shear (lbs) Moment (Ft -lbs) Live Load Defl. (in) Total Load Defl. (in) Actual @ Location Allowed Result LDF Load: Combination(Pattern) 998 @ 1 1/2" 4253 (3.00") Passed (23%) — 1.0 D + 1.0 S (All Spans) .......... 854 @ 1' 2 1/4" 4528 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) 3993 @ 8' 3" 6615 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) 0.218 @ 8' 3" 0.542 Passed (U895) — 1.0 D + 1.0 S (All Spans) 0.352 @ 8' 3" 0.813 Passed (U555) — 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (U360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports 1 - Trimmer - SPF 2 - Trimmer - SPF Loads 0 - Self Weight (PLF) 1 - Uniform (PSF) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Bearing Length Loads to Supports (lbs) Total Available Required Dead Snow Total Accessories 3.00" 3.00" 1.50" 379 619 998 None 3.00" 3.00" 1.50" 379 619 998 None Location (Side) Tributary Width Dead Snow (0.90) (1.15) 0 to 16' 6" N/A 10.0 — 0to16'6" 3' 12.0 25.0 Comments Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:41 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 3/8 5/11/2018 ForteWEB giFORTE-'- 0 MEMBER REPORT Level, #3 Floor Joist - BedRM4 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 10' 7" 10' AI locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Member Reaction (lbs) Shear (Ibs) Moment (Ft -lbs) Live Load Defl. (in) Total Load Defl. (in) TJ -Pro TM Rating Actual @ Location 360 @ 2 1/2" 305 @ 10 3/4" 896 @ 5 3 1/2" 0.207 @ 5' 3 1/2" 0.269@5'31/2" N/A Allowed Result 1367 (2.25") 1088 1284 0.254 0.508 N/A Passed (26%) Passed (28%) Passed (70%) Passed (U589) Passed (U453) LDF 1.00 1.00 Load: Combination(Pattern) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0D+1.0L(All Spans) 1.OD+1.0L(All Spans) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (U480) and TL (U240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports 1 - Stud wall - SPF 2 - Stud wall - SPF Bearing Length Total Available 3.50" 3.50" 2.25" 2.25" Loads to Supports (lbs) Required Dead Floor Live 1.50" 85 282 1.50" 85 282 • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Location (Side) Tributary Width Oto10'7" 16" Loads 1 - Uniform (PSF) Dead (0.90) 12.0 Floor (1.00) 40.0 PAS ED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Total Accessories 367 1 1/4" Rim Board 367 1 1/4" Rim Board Comments Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A Weyerhaeuser SUSTAINABLE FORESTRY INITiA11VE ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:48 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 4/8 5/11/2018 ForteWEB iFORTE' WEB MEMBER REPORT Level, #4 Floor Joist - BedRM3 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 10' 7" 9 of 36 PASSED 0 0 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination(Pattern) Member Reaction (lbs) 360 @ 2 1/2" 1367 (2.25") . Passed (26%) — 1.0 Orr -.1.0 L (All Spans) Shear (lbs) 305 @ 10 3/4" 1088 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 896 @ 5' 3 1/2" 1284 Passed (70%) 1.00 1.0 D +.1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 5' 3;1/2" 0.254 Passed (L/589) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.269 @ 5 3 1/2" 0.508 Passed (U453) — 1.0 D + 1.0 L (All Spans) TJ -Pro TM Rating N/A N/A — — System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO • Deflection criteria: LL (L/480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" 85 282 367 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 85 282 367 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead Floor Comments (0.90) (1.00) 1 - Uniform (PSF) 0 to 10' 7" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A Weyerhaeuser ',SUSTAINABLE FORESTY INITIATIVE ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:51 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 5/8 5/11/2018 J FORTEF ForteWEB MEMBER REPORT Level, #5 Floor Joist - BedRM5 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 10' 7" 1ASS0 of 36 PED 0 0 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination(Pattern) Member Reaction (lbs) 360 @ 2 1/2" 1367 (2.25") Passed (26%) — 1.0 D + 1.0 L (All Spans) Shear (lbs) 305 @ 10 3/4" 1088 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 896 @ 5 3 1/2" 1284 Passed (70%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.207 @ 5' 3 1/2" 0.254 Passed (U589) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.269 @ 5 3 1/2" 0.508 _ Passed (U453) — 1.0 D + 1.0 L (AII Spans) TJ -Pro TM Rating N/A N/A 2 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • Deflection criteria: LL (U480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" 85 282 367 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 85 282 367 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead Floor Comments (0.90) (1.00) 1 - Uniform (PSF) 0 to 10' 7" 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser tZ}J SUSTAINABLE FORESTRY INITIATIVE ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:51 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 6/8 5/11/2018 ForteWEB tgi FORTE WEB MEMBER REPORT Level, #6 Floor Header- BedRM4 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 8' 5" 11 of 36 PASSED 0 0 2' 5' 10" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination(Pattern) Member Reaction (lbs) 3515 @ 2' 1 3/4" 4961 (3.50") ' Passed (71%) — 1.0 D + 1.0 L (All Spans) Shear (lbs) 1689 @ 2' 10 3/4" 2538 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2766 @ 5 3 7/16" 2823 Passed (98%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.104 @ 5 2 3/8" 0.203 Passed (U706) — 1.0 D -+1.0 L (Alt Spans) Total Load Defl. (in) 0.127 @ 5' 2 13/16" 0.305 Passed (U578) — 1 0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (U360) and TL (U240). • Overhang deflection criteria: LL (20360) and TL (20240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 5" o/c unless detailed otherwise. • Applicable calculations are based on NDS. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 2.48" 839 2676 3515 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 427 - 1545/-181 1972/-181 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead Floor Comments (0.90) (1.00) 0 - Self Weight (PLF) 0 to 8' 5" N/A 6.4 — 1 - Uniform (PSF) 0 to 8' 5" (Front) 12' 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Weyerhaeuser @ SUSTAINABLE FORESTRY INITIATIVE Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 2:59 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 7/8 5/11 /2018 titl FORTE' 0 WEB 5' 10" ForteWEB MEMBER REPORT Level, #7 Floor Header - Family Rm 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length: 12' 6 1/2" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are ho r._ Actual @ Location Allowed Result LDF Design Results Member Reaction (lbs) Shear (lbs) Moment (Ft -lbs) Live Load Defl. (in) Total Load Defl. (in) 4824@6'31/4" 1832@7'21/4" -2945 @ 6' 3 1/4" 0.035@9'515/16" 0.042 @ 9' 6 5/8" 4961 (3.50") Passed (97%) 3238 Passed (57%) 4242 Passed (69%) 0.203 Passed (L/999+) 0.305 Passed (U999+) 1.00 1.00 5' 10" rizontal. Load: Combination(Pattern) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (Alt Spans) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (U360) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports 1 - Stud wall - SPF 2 - Stud wall - SPF 3 - Stud wall - SPF Bearing Length Total Available Required Dead 3.50" 3.50" 1.50" .. __. 3.50" 3.50" 3.40" 1161 3.50" 3.50 1.50" 374 374 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to Loads 0 - Self Weight (PLF) 1 - Uniform (PSF) Location (Side) 0 to 12' 6 1/2" 0 to 12' 6 1/2" (Front) Tributary Width N/A 12' Loads to Supports (lbs) Floor Live 1362/-183 3662 1362/-183 Total 1736/-183 4823 1736/-183 the member being designed. Dead Floor (0.90) (1.00) 8.2 12.0 Comments 12 of 36 PASSED 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Accessories Blocking Blocking Blocking 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator A{Zytj SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes Ken Nguyen NT Engineers (425) 891-5111 housedesign4u@outlook.com Designed: May 11, 2018 3:03 AM UTC ForteWEB v1.1, Design Engine: V7.1.0.234 File Name: Tukwila https://www.forteweb.com/application/job/jobsummary 8/8 13 of 36 NT Engineers 17614 NE 29th St - Redmond, WA 98052 Made By: Date: 5/11/18 Job No.: Checked by: Date: Sheet No.: 0 bide/Side Story Shear E (kips) Project Name: Singh's Addition Description: Seismic Story Shear quivelant Lateral Force Analysis Ab(:t/ 11. R sk Category = II Site Classification = D Keter to attached sheet tor Map specified vanabies Ss = 1.4720 S1 = 0.5500 SDS = SD1 = Building Height, hn = Building Period Coefficient, CT = Approx. Fundamental Period = Response Modification Factor, R = Occupancy Importance Factor, IE = Seismic Design Catergory = Rho Factor (' ) = 0.981 0.552 8.0 0.020 0.095 Fa = 1.000 From attached sheet Fv = 1.505 From attached sheet = 0.67*Fa*Ss ASCE 7 Eq 11.4-3 = 0.67*Fv*S1 ASCE 7 Eq 11.4-4 ft (CT*(hn)0.75) 6.5 1.0 D (front/back) (side/side) 1.30 1.30 Seismic Response Coefficient Cs = SDS/R/I Cs = 0.151 Cs, MAX = SD1/T(R/I) Cs, MAX = 0.892 Cs, MIN = 0.044SDS*I Cs, MIN = 0.043 Cs = 0.151 Seismic Base Shear , V = Dead Load W = V= 0.151 32.4 4.9 (front/back) (side/side) E= rV = 6.4 W kips kips 6.4 kips Vertical Distribution per ASCE7 -12.8.3 ASCE 7-10, Table 12.8-2 ASCE 7-10, EQ 12.8-7 ASCE7-10 Table 12.2-1 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 11.6-1 ASCE 7-1012.3.4.2 ASCE 7-10, EQ 12.8-2 ASCE 7-10, EQ 12.8-3 ASCE 7-10, EQ 12.8-5 ASCE 7-10, EQ 12.8-1 20% ASCE 7-10, EQ 12.4-3 Floor Story Height H (ft) 1 otal Height hx (ft) Story Weight wx (kips) wxhxk (k -ft) 1-rontt3acK Story Force Fi (kips) Side/Side Story ForceStory Fi (kips) 1-ront/bacK Shea E (kips) bide/Side Story Shear E (kips) Root U.00 9.U0 21./ 195 4.25 4.25 425 4.25 4th 0.00 9.00 10.8 9/ 2.11 2.11 6.36 6.36 3rd 0.00 9.00 0.0 0 0.00 0.00 6.36 6.36 2nd 9.00 9.00 0.0 0 0.00 0.00 6.36 6.36 1st 0.00 0.00 U.0 0 U.UU U.UU b.4 b.4 k = 1.0 14 of 36 NT Engineers Made By: Date: 5/11/18 0 17614 NE 29th St - Redmond, WA 98052 Checked by Date Sheet No. 0 Project Name: Singh's Addition Description: Design Critelia - Dead Loads Roof Assembly Dead Load: Root Material 2.5 pst 1/2" Plywood Sheathing 1.5 pst Wood Trusses at 24" o.c 3.0 pst Future - (1) Layers ot 1/2" GWB 2.5 pst Miscellaneous 0.5 pst Total 10.0 pst Use DL = 10.0 psf Floor Assembly Dead Load: Flooring 1.0 pst 3/4" T & G Plywood 2.5 pst Floor Joist at 16" o.c 3.0 pst 0.0 pst Miscellaneous 1.0 pst Total pst Use DL = 8.0 psf Deck Dead Load: Decking 4.0 pst Miscellaneous 2.0 pst Total b.0 pst Use DL = 0.0 psf Exterior Wall Assembly Siding 1.0 pst 2x6 at 16" o.c 1.7 pst 7/16" Plywood Sheathing 1.5 pst (1) Layers ot 1/2" GWB 2.3 pst Miscellaneous 0.5 pst Total — .0 pst Use DL = 8.0 psf Interior Wall Assembly (2) Layers ot 1/2" GWB 4.4 pst 2x4 at 16" o.c 1.6 pst Miscellaneous 0.5 pst Total 6.5 pst Use DL = 7.0 psf 15 of 36 Lateral Analysis > EPDXY JOINING STEEL TO CONCRETE < * INSPECTION SHALL BE REQUIRED TO VERIFY APPROVED TYPE OF EPDXY AND STEEL OR BOLT SIZES AS SPECIFIED ON CONSTRUCTION PLANS AND/OR DOCUMENTS. * CALL FOR FOUNDATION INSPECTION BEFORE APPLYING EPDXY TO ALLOW INSPECTION OF HOLES DEPTH AND DUST REMOVAL. BUILDING OFFICIAL (INSPECTOR) SHALL OBSERVE INSTALLATION OF EPDXY AT THAT TIME. tniversai® www.myuniversalop.com Satisfaction Guaranteed! If dissatisfied, return to place o1 year and products will be replay 5/11/2018 User -Specified Input Design Maps Summary Report usGs Design Maps Summary Report Report Title Singh's Addition Fri May 1.1, 2018 12:00:29 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46645°N, 122.27099°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Irmrim a4Sr Vashor USGS-Provided Output Ss = 1.472 g S1 = 0.550 g SMs = 1.472 g SM1 = 0.825 g SDs = 0.982 g SD1 = 0.550 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICER Response Spectrum Perked, T (sec) Design Response Spectrum O i1 t73"� f 1414rz,tr� (IRO 101 1.1 I» :jot Period. T (see) 16 of 36 Although this information is a product. of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://earthquake.usgs.gov/cn1 /designmaps/us/summary.php?template=minimal&latitude=47.46645&longitude=-122.27099&siteclass=3&riskcategory=0&edition=ibc 17 of 36 ell ME '1 n s =-�' z2 J I -'11 ■�l Iimil I Pa • LX D4 lro.C.: BMIL VAPOR i1��1 ■UYE 00l OOt ' .a �� I IN I ' 1 1d0 ki XQ - „ .I ,S .0t-, '1- - ;0I ,S lJ . )- 91 11' 0 0 0 0 0 .O 0 w t0 w CO v w COVERED PORCH 4 040 EG cc cc 0 0 ca z m X ®9 u .0—,92 0 LU N N 18 of 36 ZM LM .fi0-,6 0 z J d 0 O J LL .i6-,02 .I,6 I I w N MAIN FLOOR w cu CONC. GARAGE o of w� s1� O wl `1 (Ex) BASEMENT 1 -,E .0-,B N N 0 J w H 4 0 ( 19 of 36 U a z OCC CC Ix w� OCC C7 p rw Z O 0 U O .0-,9 0 w w Z u z ce r O o z w Z O 0 U O 0 z W .8-,L .TT -,0T .I-,6 .T6-,02 0 o • N 20 of 36 ai 1—,0T T .6—,O2 :o 1 cu N SOUTH ELEVATION 21 of 36 22 of 36 NT Engineers 7614 NE 29th St - Redmond, WA 9805 Made By: Date: 5/11/18 Job No.: Checked by: Date: Sheet No.: 0 Min Force Project Name: Singh's Addition Description: Wind Base Shear Basic Wind Speed, V3s = 110 mph (ASCE 7-10 Fig. 26.5-1A) Exposure = B Risk Category = II Roof Slope = 5.0 :12 22.62 degrees Loads Front/Back - Width (ft)= 33.0 ft Roc Gable Loads Side - Width (ft) = 48.0 ft Roc Gable Eave Height = 9.0 Mean Roof Ht. = 13.0 ft Edge Strip Width, a = 3.3 ft (Figure 1609.6.2.1 note 10) End Zone Widths = 6.60 ft (2*a) Wind Speed Up Kzt = 1.00 WIND FORCES: Front/Back Direction: Location Width Height Plane Kz Cnet I Pnet Force Min Force feet feet pressure (ps kips W kips W Roof Top Roof to Plate 33.0 4.50 (wall) 0.57 0.94 16.7 2.5 2.4 Plate to Mid 4th Story 33.0 4.00 (wall) 0.57 0.94 16.7 2.2 2.1 4th Mid 4th to 4th Floor 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 4th Floor to Mid 3rd Story 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 3rd Mid 3rd to 3rd Floor 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 3rd Floor to Mid 2nd Story 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 2nd Mid 2nd to 2nd Floor 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 2nd Floor to Mid 1st Story 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 1st Mid 1st to 1st Floor 33.0 0.00 (wall) 0.57 0.94 16.7 0.0 0.0 1st Floor to Mid Base 33.0 4.50 (wall) 0.57 0.94 16.7 2.5 2.4 Total Wind Base Shear (kips), W_FIB = 7.2 MinWind Base Shear (kips) Wmin_F/B = 6.9 Controling Wind Base Shear (kips) W_FIB = 7.2 Side/Side Direction: Location Width feet Height feet Plane Kz Cnet pressure Pnet (ps Force kips W Min Force kips W Roof Top Roof to Plate 48.0 4.50 (wall) 0.74 0.94 21.5 4.7 3.5 Plate to Mid 4th Story 48.0 4.00 (wall) 0.74 0.94 21.5 4.1 3.1 4th Mid 4th to 4th Floor 48.0 0.00 (wall) 0.72 0.94 21.0 0.0 0.0 4th Floor to Mid 3rd Story 48.0 0.00 (wall) 0.72 0.94 21.0 0.0 0.0 3rd Mid 3rd to 3rd Floor 48.0 0.00 (wall) 0.67 0.94 19.5 0.0 0.0 3rd Floor to Mid 2nd Story 48.0 0.00 (wall) 0.67 0.94 19.5 0.0 0.0 2nd Mid 2nd to 2nd Floor 48.0 0.00 (wall) 0.60 0.94 17.5 0.0 0.0 2nd Floor to Mid 1st Story 48.0 0.00 (wall) 0.60 0.94 17.5 0.0 0.0 1st Mid 1st to 1st Floor 48.0 0.00 (wall) 0.57 0.94 16.6 0.0 0.0 1st Floor to Mid Base 48.0 4.50 (wall) 0.57 0.94 16.6 3.6 3.5 Summary: Wind Forces W LEVEL W_FIB W_SIDE ROOF 4.7 8.8 4th 0.0 0.0 3rd 0.0 0.0 2nd 0.0 0.0 1st 2.5 3.6 Total 7.2 12.4 Total Wind Base Shear (kips), W_side = 12.4 MinWind Base Shear (kips) Wmin_side = 10.0 Controling Wind Base Shear (kips) W_side = 12.4 23 of 36 24 of 36 NT Engineers 17614 NE 29th St - Redmond, WA 98052 Made By: Date: 5/11/18 Job No.: Checked by: Date: Sheet No.: 0 Project Name: Singh's Addition Description: Seismic Weights DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Unit Roof Weight: 10.0 psf Unit Floor Weight: 8.0 psf Unit Exterior Wall Wt: 8.0 psf Unit Interior Wall Wt: 7.0 psf STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 32.4 Kips TOTAL WEIGHT OF STRUCTURE: 32.4 Kips LUCA I ION LEND I H HEIGH I UNI I W I. 1 otal Wt. Sub- I otal ROOF LEVEL (lbs) (kips) Root Area = 1584 1.000 10.0 = 15,840 Ext. Wall Above 162 4.5 8.0 = 5,832 Ext. Wall Below 162 0.0 8.0 = 0 Int. Wall Below 60 0.0 (.0 = 0 21./ Kips 4th Floor Area = 1344 1 8.0 = 10,752 Low Root Area = 0 1 10.0 0 Ext. Wall Above 162 0.0 8.0 = 0 Int. Wall Above 60 0.0 /.0 = 0 Ext. Wall Below 162 0 8.0 = 0 Int. Wall Below 60 0 7.0 = 0 10.8 Kips 3rd Floor Area = 1344 0 8.0 = 0 Low Root Area = 0 0 10.0 = 0 Ext. Wall Above 162 0 8.0 = 0 Int. Wall Above 60 0 7.0 = 0 Ext. Wall Below 162 0 8.0 = 0 Int. Wall Below 10 0 7.0 = 0 0.0 Kips 2nd Floor Area = 1344 0 8.0 = 0 Low Root Area = 0 0 10.0 = 0 Ext. Wall Above 162 0 8.0 = 0 Int. Wall Above 10 0 /.0 = 0 Ext. Wall Below 9U 0.0 8.0 = 0 Int. Wall Below 25 0.0 (.0 = 0 0.0 Kips 1st Ext. Wall Above 90 0.0 8.0 = 0 Int. Wall Above 25 0.0 (.0 = 0 0.0 Kips STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 32.4 Kips TOTAL WEIGHT OF STRUCTURE: 32.4 Kips 25 of 36 NT Engineers 17614 NE 29th St - Redmond, WA 98052 Made By: Date: 5/11/18 Job No.: Checked by: Date: Sheet No.: 0 l e l e Story Shear E ki s Project Name: Singh's Addition Description: Seismic Story Shear quivelant Lateral force Hnalysis ASUh( 1L. R-sk Category = 11 Site Classification = D Neter to attached sheet tor Map specitied vanabies Ss = 1.4720 S1 = 0.5500 SDS = SD1 = 0.552 = 0.67*Fv*S1 Building Height, hn = 8.0 ft Building Period Coefficient, CT = 0.020 Approx. Fundamental Period = 0.095 (CT*(hn)0.75) Fa = 1.000 From attached sheet Fv = 1.505 From attached sheet 0.981 = 0.67*Fa*Ss Response Modification Factor, R = Occupancy Importance Factor, IE = Seismic Design Catergory = Rho Factor (.. ) = 6.5 1.0 D (front/back) (side/side) 1.30 1.30 Seismic Response Coefficient Cs = SDS/R/I Cs = 0.151 Cs, MAX = SD1/T(R/I) Cs, MAX = 0.892 Cs, MIN = 0.044SDS*I Cs, MIN = 0.043 Cs = 0.151 Seismic Base Shear , V = Dead Load W = V= 0.151 32.4 4.9 (tront/back) (side/side) E= rV = 6.4 W kips kips 6.4 kips Vertical Distribution per ASCE7 -12.8.3 ASCE 7 Eq 11.4-3 ASCE 7 Eq 11.4-4 ASCE 7-10, Table 12.8-2 ASCE 7-10, EQ 12.8-7 ASCE7-10 Table 12.2-1 ASCE 7-10 Table 1.5-2 ASCE 7-10 Table 11.6-1 ASCE 7-1012.3.4.2 ASCE 7-10, EQ 12.8-2 ASCE 7-10, EQ 12.8-3 ASCE 7-10, EQ 12.8-5 ASCE 7-10, EQ 12.8-1 20% ASCE 7-10, EQ 12.4-3 Floor Story Height H (ft) I otal Height hx (ft) Story Weight wx (kips) wxhxk (k -ft) 1-rontJ ack Story Force Fi (kips) Side/Side Story Forcijtory Fi (kips) 1-ront/BacK Shea E (kips) l e l e Story Shear E ki s Hoot U.UU 9.00 21.! 195 4.25 4.25 4.25 4th U.00 9.00 10.8 9/ 2.11 2.11 6.36 6.36 3rd 0.00 9.00 0.0 0 0.00 0.00 6.36 6.36 2nd 9.00 9.00 0.0 0 0.00 0.00 6.36 6.36 1st U.UU 0.00 0.0 0 0.00 U.UU b.4 k= 1.0 26 of 36 NT Engineers 17614 NE 29th St - Redmond, WA 98052 Made By: Date: 05/11/18 Job No.: Checked by: Date: Sheet No.: 0 Wind WF/B(kips) Project Name: Singh's Addition Description: Lateral Design Loads Roof Force KIPS 4.69 "P' Wind 4th 2.11 "" Seismic 3rd 0.00 "'" 2nd 1st Wind 0.00 Wind (Earth) Front/Back Direction Roof Force KIPS 8.79 "I", Wind 4th 2.11 "'" 3rd 2nd Seismic 0.00 '" Wind 0.00 1st rth) Side Direction Wind Front/Back Forces Side Forces Level Wind WF/B(kips) Seismic E(kips) Governing Force Story Force Wind WS(kips) Seismic E(kips) Governing Force Story Force Roof 4 3 2 4.69 0.00 0.00 0.00 4.25 2.11 0.00 0.00 Wind Seismic Wind Wind 4.69 2.11 0.00 0.00 8.79 0.00 0.00 0.00 4.25 2.11 0.00 0.00 Wind Seismic Wind Wind 8.79 2.11 0.00 0.00 ase She 4.69 6.36 6.80 8.79 6.36 10.90 Roof Force KIPS 4.69 "P' Wind 4th 2.11 "" Seismic 3rd 0.00 "'" 2nd 1st Wind 0.00 Wind (Earth) Front/Back Direction Roof Force KIPS 8.79 "I", Wind 4th 2.11 "'" 3rd 2nd Seismic 0.00 '" Wind 0.00 1st rth) Side Direction Wind NTP Engineers 16507 NE 50th St - Redmond, WA 98052 Tel: 425-891-5111 Project Name: Singh's Addition Made By: 0 Date: 05111/18 Job No.: 0.00 Checked by: Date: Sheet No.: Description: Side Direction Shear Wall Design Roof - 4th Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (it) = Total Width(tt) _ 4.69 14.00 34.00 Lateral Controlling F/B : Wind 0.67 All walls designed with Fort Maximum allowed height to co Story Wall Wall Opening rmax Opening co Plate to Trib.Width %Sharing Story Sum Story Sum D(tt) Width (tt) IBC 161 /.2.2 Height (ft) to Edge (tt) Opening (ft) (tt) V(kips) V(kips) DL(kIt) DL(klt) 4 w1 12.50 0.00 U.15 U.00 U.U0 0.00 1 /.00 0.3650 U.8b 0.8b 0.25 0.25 4 w2 21./5 0.00 0.15 0.00 0.00 0.00 1/.00 0.6350 1.49 1.49 0.25 0.25 4 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.25 0.25 4 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.25 0.25 4 e1 13.00 0.00 0.19 0.00 0.00 0.00 17.00 0.5000 1.17 1.17 0.25 0.25 4 e2 15.00 0.00 0.1 1 0.00 0.00 0.00 1(.00 0.5000 1.1/ 1.17 0.25 0.25 4 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.25 0.25 4 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.25 0.25 4 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.25 0.25 S 62.25 rmax = 0.19 34.00 1.00 4.69 4.69 4th - 3rd Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (tt) = Total Width(Ft) = 4.32 Accumulated shear(kips)= 9.01 9.00 Lateral Controlling F/B : Wind 0.6/ 30.00 Story Wall Wall Opening rmax Opening Opening (max) Plate to Trib.Width %Sharing Story Sum Story Sum D(ft) Width (ft) IBC 161 /.2.2 Height (ft) to Edge (ft) Opening (ft) (ft) V(kips) V(kips) DL(kIf) DL(k1f) 3 w1 12.50 0.00 0.16 0.00 0.00 0.00 1 /.00 0.3650 0.89 1.15 U.1 / 0.42 3 w2 21./5 0.00 0.16 0.00 0.00 0.00 1(.00 0.6350 1.55 3.04 0.11 0.42 3 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.1 / 0.42 3 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.1/ 0.42 3 el 8.50 0.00 0.21 0.00 0.00 0.00 1 /.00 0.4416 1.08 1.60 0.11 0.42 ti 3 E2 3.25 0.00 0.19 0.00 0.00 0.00 15.00 0.1688 0.36 0.56 0.1 / 0.42 -4 3 E3 (.50 0.00 0.19 0.00 0.00 0.00 15.00 0.3896 0.84 1.30 0.1 / 0.42 0 3 z 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.0000 0.00 0.00 U.1 / 0.17 rn 3 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.1/ 0.11 cr) 0 II 06 DO 0•••• ci rsi 6 (7). ..7.1 6 70 oi c C1) 0 co 3 5 alb en, NED Mir CV N O4 CV CV CV CV 7.4 CO CO :ID CID X) CO :0 :ID 6 6 6 6 6 6 6 6 CD CD CD CD CD CD 6 CD C..1 CV r.1 CV 7V 7V 7,4 6 6 6 6 6 6 6 6 E co 0 1-1 cq CD CD CD 1.0 CD D) CD CD E 6 6 csi cNi 6 6 c•1 U) CD CD DO X) cf CD CD Ch Cr CI) o 4? CD CD CD nl DO CD CDUD 6 6 ,- 6 6 c5 c5 CD 07 0) C cf "CI CD 6 Cr--. 0) CD CD .=C n1 X) CD CD Cr c- D) CD CO 6 6 6 c5 6 6 6 6 n -= 00 m -1---- • • _c C6 1:13 = co a) CD 6 6 6 ALL CD E3 E3 CD CD CD E3 E3 CO § E 4-5 6 6 Pj-; 10 .= _d 2 • 1-- = c § 3 2 —0) CD CD CD CD 6 CD CD CD 8 c71w c CD ZD CD CD CD CD CD ZD < (Lb - 6 6 6 6 6 6 6•as 65 c -J E. a 0 E CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 0)0) 6 6 6 6 6 6 6 6 = v "E LU 2 0 F = Z3 ZD CD CD CD 6 6 CD CD CD 6 CD CD CD CD CD CD CD 6 C a) 0 = S 0 te= 11 11 11 C.) ,...6.._ --......-z, Ni S 3 a) L CI- ---' LI- x '•,- CD ...7_Z -,.; :.n ,-- ZD CD -5- r- ..2 ...., .._e... iE, ,i, -- c5 6 6 6 6 6 6 0 4t 4t CD a) w a II XtiE., l 0 , 1-- a- 0 E 0) go "CS :J1 c ...... CD CD CD CD CD CD CD CDi.5 = •C CD CD CD 6 CD CD CD E a ) 4 5 6 6 6 6 6 6 6 60. V) 0 To CD i! CD .0 CD CD Z3 c..; CU TS I. -= „ U) Cf) 16 0 = ...-. 4,:. cn „so . 5 C4 .7.4 CV -0 a) o a 13 CNI 0 00 • • 11111. 28 of 36 ct LI, 4, 4, 4) 4) LE, 4, 6 6 6 6 6 6 6 ry ,f ,r 1- 1- 4) cj- cf c -- CD CD CD 1) UD CV CD CD CD CD CD 6 0) CV CD CD L°. 6 6 6 6 6 6 LI) CD CD CD DD U) cf CD CD ,r 6 6 6 :••1 Do 6 I.-- 6 6 6 6 6 6 6 CD ZD 6 33 6 CD CD CD CD CD ,- X3 6 CD CD CD 6 6 cr 6 a) CD CD CD CD CD r- 70 CD CD 6 6 CD :5 6 =5 =5 6 CD CD CD E E3 cD cD co co CD CD CD CD CD CD CD CD 6 CD 6 CD CD 6 6 6 6 CD 6 6 6 =5 6 z5 CD CD CD CD 6 6 CD 6 CD CD CD 6 CD CD CD CD =5 6 CD 6 CD 6 CD CD CD CD CD CD CD CD CD CD CD 6 CD CD CD 6 6 :5 6 6 v- CD CD CD r- n CD CD CD r- 6 6 "••.. 70 6 6 . . 6 6 6 .-- CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD :5 c5 =5 =5 6 =5 6 =5 65 E 6 6 6 6 • . . • CV 6 6 6 6 6 X X X r- N N CL) LLJ LU (i) • IBC 2003 (2305.3.3) e -Transfer should meet a minimum height to width ratio of 2:1 width ratio tor wall pier segments is 3.5:1 (increased shear design values per IBC 2003) 0. �a a N Y aaaaaaaaa zzzzzzzzz ww www 55 555 aaaaaaaaa zzzzzzzzz CC Q Cr a Cr Q Q Cr Q zzzzzzzzz O O O OD 0 0 0 O O O O r r Cr 0 Co Q 6 6 6 0 6 6 6 • ZNI UD CDCDv-OO000 ✓ :''004 066 PI UP CD CD DP CD CD CD Pl. DR CD CD CD CD CD 7>QQo00000 a1OZZo,N-ZZZ ZcZ._ZZZ gaOO5;°OooO c E O 1L L aj RI • (7 _ •0 v C y� LCL O c O am G, 4,a co v LO c 29 of 36 aaaaaaaaa zzzzzzzzz :"A UJ LU :V NJ w; JJ J J 5 5 J J J 5 5 D (wwDO(ww ✓ v0 ver ? a? :0 :? :? : LU 1 0 R: i:55 55 n nXX XX aaaaaaaaa zzzzzzzzz Q aaQoOoQa ZZZz444zzzz tiN.ti aaaaaa Z Z Z Z D3 co co Z Z c s s . s O 0 0 0 0 0 0 0 0 mmmmmmmmm NO00 TQ, et 00 6766ret: 666 00 • OQQ_oOOr,QQ _ ✓ ▪ ZZw'N�ZZ C :0 c a, a m 0 In vv00000 N. CD ✓ r r r- r Laaa�aaaaa @@Zzazzzzz X X X X O ti N W W N W N W UJ W m W W O • J � O , W , W Q 30 00 Of OC 2' )OC OC UJ UJ C1 .O CO UJ ;q1- V)�CC Ce �oaaa -aaaaa oCzzzozzzzz LL ,g aaa0000aa ogC Z Z Z ZDI •th' Z Z LL Q a zz o "Cl)n z z .0 .0 s. 0 0 0 0 0 0 0 0 0 mmmCCI mmmmm MD O O O O r N 0 0 ;D OOO CO Cs D)00 .7c?66r tD 000 g��r00CV In to UC o o 00 CD C0 O O M N :O N- ) C0 CD 40 C0 01 N 01 0 0 n 00 K1 :h N 0 0 rraagoaa y N Z Z N N Z CRoaaor4CR r Z Z r p r Z Z O r r - CD 00 O N O Q N M N O O O Q) c O a _ R 0. H 4.1 e• 0 o = m 3d 0 E • CI cm • I- cc 0 V N 3 II N ce 30 of 36 a(Caaaaaaa zzzzzzzzz X X WWW W W N W W W W W W W C) W W fl2'o' W'2'oc r&I R'oc • W W W W W W W W W W W > > > > > W ;/� W W aaaaaaaaa zzzzzzzzz • Q a a o O O a a Z Z Z Z 4 M Z Z Q C7 Q a C7 C7 a a Q zzzzzzzzz 0 0 0 0 0 0 0 0 0 mmmmCCI mmmm Cra-C1C7 52 cr, CD CD CD N N 0 0 pi 0 0. 0 0 P. O O N 0 0 0 C0 CD 00 n N 0 0 'ID11 N 0 0 h Do 70 '�•00��r 00 ▪ g2 0 0 V. 0 0 +I000aaUoaQ ti Z z Z Z z N z z =aaaaagaa ,- Z Z Z Z Z Z Z ▪ o�vrn 0 0 v0 UD N N M Use Simpson Special Moment Frame 31 of 36 NT Engineers 17614 NE 29th St - Redmond, WA 98052 0 Project Name: Singh's Addition 4th Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (tt) = Total Width(ft) = Made By: 0 Date: 11/24/17 Checked by: Date: Description: Side Direction Shear Wall Design 8.79 11.00 48.00 Lateral Controlling F/B : Story Wall Wall Opening rmax Opening Opening (max) Plate to Trib.Width D(ft) Width (ft) IBC 1617.2.2 Height (ft) to Edge (ft) Opening (ft) (ft) 4 n1 15.00 0.00 0.20 0.00 0.00 0.UU 24.00 4 n2 9.50 0,00 0.20 0.00 0.00 0.00 24.00 4 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 s1 13.00 0.00 0.1/ 0.00 0.00 0.00 24.00 4 s2 1 /.00 0.00 0.1/ 0.00 0.00 0.00 24.00 4 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 54.50 rmax = 0.20 48.00 3rd Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (tt) = Total Width(Ft) = 2.11 9.00 48.00 Accumulated shear(ki Lateral Controlling F/B : Story Wall Wall Opening rmax Opening Opening (max) Plate to Trib.Width D(ft) Width (ft) IBC 1617.2.2 Height (ft) to Edge (ft) Opening (ft) (ft) n1 15.00 U.00 0.20 U.UU U.UU U.UU 24.00 3 n2 9.50 0.00 0.20 0.00 0.00 0.00 24,00 3 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 s1 9.25 0.00 0.2/ 0.00 0.00 0.00 24.00 3 s2 3.25 0.00 0./8 0.00 0.00 0.00 24.00 3 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 37.00 rmax = 0.78 48.00 2nd Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (tt) = Total Width(Ft) = 0.00 9.00 48.00 Accumulated shear(ki Lateral Controlling F/B : Story Wall Wall Opening rmax Opening Opening (max) Plate to Trib.Width D(ft) Width (ft) IBC 1617.2.2 Height (ft) to Edge (ft) Opening (ft) (ft) 2 n1 15.00 0.00 0.20 U.UU U.00 U.UU 24.00 2 n2 9.50 0.00 0.20 0.00 0.00 0.00 24.00 2 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 32 of 36 2 z 0.00 0.00 #DIV/U! 0.00 0.00 0.00 0.00 2 s1 4.50 0.00 0.55 0.00 0.00 0.00 24.00 2 s2 4.50 0.00 0.56 0.00 0.00 0.00 24.00 2 x 0.00 U.00 0.00 0.00 0.00 0.00 0.00 2 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 x 0.00 U.00 0.00 U.UU 0.00 0.00 0.00 S 33.50 rmax = #DIV/0! 48.00 1st Floor Shearwalls (Side -Side Direction) Side Direction Story shear(kips) = Story height (tt) = Total Width(Ft) = 0.00 10.00 48.00 Accumulated shear(ki Lateral Controlling FIB : Story Wall Wall Opening rmax Opening Opening (max) Plate to Trib.Width D(ft) Width (ft) IBC 1617.2.2 Height (ft) to Edge (ft) Opening (ft) (ft) n I ib.uU U.UU U.24 U.UU U.UU U.UU 14.UU 1 n2 9.50 0.00 0.24 0.00 0.00 0.00 24.00 1 z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 z 0.0U 0.00 0.00 0.00 0.00 0.00 0.00 1 s1 1.50 0.00 1.00 0.00 0.00 0.00 24.00 1 s2 1.50 0.00 1.00 0.00 0.00 0.00 24.00 1 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 x 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S 27.50 rmax = 1.00 48.00 33 of 36 Job No.: 0.00 Sheet No.: All walls designed with Force -Transfer should meet a minimum height to width ratio of 2:1 Maximum allowed height to width ratio tor wall pier segments is 3.5:1 (increased shear design values Wind 0.6/ Height/Width %Sharing Story Sum Story Sum Panel Reduction (#) Design Panel Sum V(kips) V(kips) DL(klf) DL(klf) Shear (plf) R = 2*wIH Shear (pif) OTM(k-ft) 0,5122 2.59 2.b9 U.,3( 0.3/ 119 1.0U 119 29.50 0.38/8 1./0 1./0 0.25 0.25 179 1.00 179 18./5 0.0000 0.00 0.00 0.25 0.25 0 NIA NIA 0.00 0.0000 0.0U U.00 U.25 0.25 0 NIA NIA 0.00 0.4333 1.90 1.90 0.25 0.25 147 1.00 147 20.95 0.566/ 2.49 2.49 0.25 0.25 147 1.00 147 2 /.40 0.0000 0.00 0.00 0.25 0.25 0 NIA NIA 0.00 0.0000 0.00 0.00 0.3/ 0.37 0 N/A NIA 0.00 0.0000 U.00 0.00 0.3/ 0.3/ 0 N/A NIA 0.00 1.00 8.79 8.79 ips)= 10.90 Seismic 0.6/ Height/Width %Sharing Story Sum Story Sum Panel Reduction (#) Design Panel Sum V(kips) V(kips) DL(klf) DL(klf) Shear (pif) R = 2*wIH Shear (pif) OTM(k-ft) U.b122 11.55 3.34 0.14 0.51 221 1.00 222 59.b.i U.38/8 0.41 2.11 0.22 0.48 223 1.00 223 37.7/ 0.0000 0.00 0.00 0.14 0.51 0 NIA NIA 0.00 0.0000 0.00 0.00 0.14 0.51 0 NIA NIA 0.00 0.(400 U./8 2.69 0.14 0.51 290 1.00 290 45.12 0.2600 0.27 2.77 0.14 0.51 851 0.72 1178 52.29 0.0000 U.UU 0.00 0.14 0.51 0 NIA NIA U.00 0.0000 0.00 0.00 0.14 U.14 0 N/A NIA 0.0U 0.0000 0.00 0.00 0.14 U.14 0 NIA NIA 0.00 2.11 10.90 ips)= 10.90 Wind 0.6/ Height/Width %Sharing Story Sum Story Sum Panel Reduction (#) Design Panel Sum V(kips) V(kips) DL(klf) DL(klf) Shear (pif) R = 2*w/H Shear (pif) OTM(k-ft) U.b1 0.00 .3.34 0.20 U./1 222 1.UU 222 5(.81 0.39 U.OU 2.11 U.20 0./1 223 1.00 223 19.02 0.00 U.00 0.00 0.20 0./1 0 NIA NIA 0.00 44, 34 of 36 0.00 0.00 0.00 0.20 0./1 #DIV10! NIA NIA 45.12 0.50 0.00 2.69 0.20 0./1 597 1.00 597 /6.46 0.50 0.00 2.77 0,20 0.71 615 1.00 615 24.89 0.00 0.00 0.00 0.20 0./1 0 NIA NIA 0.00 0.00 0.00 0.00 0.20 0.71 0 NIA NIA 0.00 0.00 0.00 0.00 0.20 0./1 0 NIA NIA 0.00 0.00 10.90 ips)= 10.90 Wind 0.6/ Height/Width %Sharing Story Sum Story Sum Panel Reduction (#) Design Panel Sum V(kips) V(kips) DL(klf) DL(klf) Shear (plf) R = 2*w/H Shear (pif) OTM(k-ft) U.bILL U.bS J. 0.LL U.(3 Lbb 1.UU tbb 4VALUt! 0.38(0 0.41 2.52 0.22 0.93 266 1.00 266 90.51 0.0000 0.00 0.00 0.14 0.51 0 NIA NIA 19.02 0.0000 0.00 0.00 0.14 0.51 0 NIA NIA 0.00 0.5000 0.53 3.21 0.14 0.51 2142 NIA NIA /4.04 0.5000 0.53 3.29 0.14 0.51 2195 NIA NIA 106.09 0.0000 0.00 0.00 0.14 0.51 0 NIA NIA 0.00 0.0000 0.00 0.00 0.14 0.14 0 NIA N/A 0.00 0.0000 0.00 0.00 0.14 0.14 0 NIA NIA 0.00 2.11 13.01 IBC 2003 (2305.3.3) per IBC 2003) RM Resultant (k -ft) HD(kips) 28.19 0.10 (.68 1.24 0.00 0.00 0.00 0.00 14.38 0.53 24.59 0.17 0.00 0.00 0.00 0.00 0.00 0.00 Strap Force at Wall Type Window (k) Type NIA 35 of 36 Window Strap Force -Transfer NIA SW -b NIA MST37 NIA SW -6 NIA NIA NIA REVISE NIA N/A NIA REVISE NIA MST37 NIA SW -6 NIA NIA NIA SW -6 NIA N/A NIA REVISE NIA NIA NIA REVISE NIA NIA NIA REVISE NIA From end RM Resultant Allow. Strap of wall Force at Wall Anchor (k -ft) HD(kips) Type Type (inches) Window (k) Type Bolts 38.59 1.45 Both 14.39 2.60 Both 0.00 0.00 Both 0.00 0.00 Both 14.68 3.48 Both 1.81 18.36 Both 0.00 0.00 Both 0.00 0.00 Both 0.00 0.00 Both Window Strap Force -Transfer m51.37 4.50 NIA SW -b 48 -UC, 2x NIA MST48 4.50 N/A SW -6 48-0C, 2x NIA NIA NIA NIA REVISE REVISE N/A NIA NIA N/A REVISE REVISE NIA MST48 4.50 NIA SW -4 32 -UC, 2x NIA REVISE NIA NIA SW -22 16-0C, 3x NIA NIA NIA NIA REVISE REVISE N/A NIA N/A NIA REVISE REVISE NIA NIA NIA NIA REVISE REVISE NIA From end RM Resultant Allow. Strap of wall Force at Wall Anchor (k -ft) HD(kips) Type Type (inches) Window (k) Type Bolts 53.29 1.00 Both MSI3/ 4.50 NIA SW -b 21.38 -0.26 Both NIA NIA NIA SW -6 0.00 0.00 Both N/A NIA NIA REVISE Window Strap Force -Transfer 48 -UC, 2x NIA 48 -OG, 2x NIA REVISE NIA a• 0.00 -90.25 Both NIA NIA N/A REVISE REVISE NIA 4.80 17.92 Both REVISE NIA NIA SW -44 24 -OG, 3x NIA 4.80 5.02 Both CMST14 #NIA NIA SW -44 24 -OC, 3x N/A 0.00 0.00 Both NIA NIA NIA REVISE REVISE NIA 0.00 0.00 Both NIA NIA NIA REVISE REVISE NIA 0.00 0.00 Both NIA NIA N/A REVISE REVISE NIA From end RM Resultant Allow. HD of wall Force at Wall Anchor (k -ft) HD(kips) Type Type (inches) Window (k) Type Bolts 55.33 4VALUt! tiotn BVALUt! gVALUt! NIA bVV-4 .51-UU, LX 28.09 6.94 Both HDQ8 4.25 NIA SW -4 32 -OC, 2x 0.00 -38.05 Both NIA NIA NIA REVISE REVISE 0.00 0.00 Both N/A NIA N/A REVISE REVISE 0.39 73.65 Both NIG 4.50 NIA REVISE REVISE 0.39 105.71 Both NIG 4.50 N/A REVISE REVISE U.OU 0.00 Both NIA N/A NIA REVISE REVISE 0.00 0.00 Both NIA N/A NIA REVISE REVISE 0.00 0.00 Both NIA NIA NIA REVISE REVISE 36 of 36 Window Strap Force -Transfer NIA NIA NIA NIA NIA NIA NIA N/A NIA MINH NGUYEN 17614 NE 29TH ST REDMOND, WA 98052 August 21, 2018 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number DI 8-0154 HARDIAL SINGH RESIDENCE - 15215 51ST AVE S Dear Mr. Johannessen, In response to your plan review comments in a letter on December 26, 2017, we respectively submit the following itemized response to your questions: (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical soils analysis report of this site by a geotechnical engineer. Evaluation shall include load-bearing values of site soils for shall include methods for footing preparation due to the typical soft soils observed in this area or location. Report shall recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering/architectural calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. The Geotechnical soils analysis report of this site was included. In accordance with the recommendations from the Geotechnical soil report, the footing drainage system was revised. 2. Egress windows located on the buildings minimum 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 -foot wide area below the rescue window. Since the minimum set back is 5 -feet on each side of the property lines, minimum of 10 -feet by 4 -feet shall be allowed between buildings if applicable. Provide a note on the plan that no fence other than a wood fence or similar shall be allowed at that location. Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be designed where bedrooms are located on the side of the building to provide for adequate ground ladder access. (TMC 16.16.070) The flat access rescue area for the egress windows provided on plan drawing sheet #2. The note "No fence other than a wood fence or similar shall be allowed" at egress area was added on the plan. 3. Smoke alarm drawings shall be installed not less than 3 feet horizontally from the door or opening of a bathroom that contains a bathtub or shower. The plan shows smoketml,E® CITY OF TUKW1LA QUG 282018 PERM d CENTER CORRECTION LTR# DIS- 0 l sal alarm close to the bathroom door. Also, alarms shall be located outside each separate sleeping area in the immediate vicinity of the bedrooms. Revise the plan to show C.O. and Smoke alarms placed outside the Master Bedroom and outside and between bedrooms 3 and 5. (IRC R314 & R315) The smoke alarms were placed not less than 3 feet horizontally from the door or opening of a bathroom that contains a bathtub or shower. The smoke alarms were placed inside each bedroom. Please see drawing sheet #3 for these revisions. 4. Please clarify if the water heater is gas or electric. Gas appliance inside the garage shall be on a platform raised minimum of 18" from the floor. Also, if the water heater is gas, an exterior vent shall be provided for combustion air. Appliances located in the garage shall have a bollard or similar to protect from vehicle impact. Please clarify and revise plan accordingly. (IRC (32407.6 & IMC 304.6) The electric tank -less water heater was selected and revised on drawing plan sheet #3. The tankless water heater installation was placed on the warm wall of the building and 48" above the garage floor to avoid vehicle impact. 5. Where the furnace is to be located in the attic, provide notes that specifies the attic opening shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance. A luminaire controlled by a switch located at the required passageway opening and a receptacle outlet shall be installed at or near the appliance location. Exposed lamps shall be protected from damage by location or Tamp guards. (IRC M1305.1.3 & M1305.1.3.1) The appliance specification was reviewed and provided to assure the the passageway is large enough to allow removal of appliance. The furnace model was called out on plan drawing sheet #4. The luminaire a complete lighting system consisting a lamp and controlled by a switch was provided at passageway opening. The lamp was located near and overhead where the appliance location in order to Tight the appliance and also adequate for the passageway. In addition, to protect the exposed lamp from damage, the lamps guards was called out. 6. Provide specifications for and indicate which type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401. I) The whole -house mechanical ventilation system specification was provided on plan drawing sheet #4. The energy plan was called out on plan drawing sheets #9. PW DEPARTMENT: I. Verify the Public Works fee estimate sheet for this Building permit. (See enclosed.) The estimated fee sheet was reviewed. 2. Revise site plan to include: (1) on-site drainage including downspouts, dispersion trench(es) and/or infiltration trench(es), as applicable (2) drainage flow arrows (3) downspout connection(s) to infiltration trench(es) and/or dispersion trench(es), if applicable (4) FF. elevations and spot elevations (5) show & label on plan sheet any existing water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (6) show and label erosion control measures on a site plan. (Sample site plan — enclosed.) The site plan was revised to include downspouts, dispersion trenches, drainage flow arrows. The FF elevations were provided on the site plan, storm drainage plan, and elevations. The existing water, sewer, power, and cable were called out on site plan. The erosion control method was provided on the storm drainage plan. This concludes our response to the plan check comments. Please feel free to call me at (425) 524-5863 for any further questions or clarifications. Sincerely, Project Engineer June 13, 2018 City of Tukwila Department of Community Development MINH NGUYEN 17614 NE 29TH ST REDMOND, WA 98052 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 18-0154 HARDIAL SINGH RESIDENCE - 15215 51ST AVE S Dear MINH NGUYEN, r i Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical soils analysis report of this site by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and shall include methods for footing preparation due to the typical soft soils observed in this area or location. Report shall provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering/architectural calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 2. Egress windows located on the buildings minimum 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 -foot wide area below the rescue window. Since the minimum set back is 5 -feet on each side of the property lines, minimum of 10 -feet by 4 -feet shall be allowed between buildings if applicable. Provide a note on the plan that no fence other than a wood fence or similar shall be allowed at that location. Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be designed where bedrooms are located on the side of the building to provide for adequate ground ladder access. (TMC 16.16.070) 3. Smoke alarms shall be installed not less than 3 feet horizontally from the door or opening of a bathroom that contains a bathtub or shower. The plan shows smoke and C.O. alarm close to the bathroom door. Also, alarms shall be located outside each separate sleeping area in the immediate vicinity of the bedrooms. Revise the plan to show C.O. and Smoke alarms placed outside the Master Bedroom and outside and between bedrooms 3 and 5. (IRC 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 R314 &R315) 4. Please clarify if the water heater is gas or electric. Gas appliance inside the garage shall be on a platform raised minimum of 18" from the floor. Also, if the water heater is gas, an exterior vent shall be provided for combustion air. Appliances located in the garage shall have a bollard or similar to protect from vehicle impact. Please clarify and revise plan accordingly. (IRC G2407.6 & IMC 304.6) 5. Where the furnace is to be located in the attic, provide notes that specifies the attic opening shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance. A luminaire controlled by a switch located at the required passageway opening and a receptacle outlet shall be installed at or near the appliance location. Exposed lamps shall be protected from damage by location or lamp guards. (IRC M1305.1.3 & M1305.1.3.1) 6. Provide specifications for and indicate which type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Verify the Public Works fee estimate sheet for this Building permit. (See enclosed.) 2. Revise site plan to include: (1) on-site drainage including downspouts, dispersion trench(es) and/or infiltration trench(es), as applicable (2) drainage flow arrows (3) downspout connection(s) to infiltration trench(es) and/or dispersion trench(es), if applicable (4) F.F. elevations and spot elevations (5) show & label on plan sheet any existing water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (6) show and label erosion control measures on a site plan. (Sample site plan — enclosed.) 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)433-7165. Sincerely, Rache le Ripley Permit Technician Y� File No. D18-0154 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 DRi li COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0154 DATE: 08/28/18 PROJECT NAME: HARDIAL SINGH RESIDENCE SITE ADDRESS: 15215 51 AVE S Original Plan Submittal. Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: tt-� G 9)o\ � I Building Division 1Works WO 61115 P u is ork s Fire Prevention Structural Planning Division n ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/30/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: t fl L ovl/i/) I y CJ`s DUE DATE: 09/27/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0154 DATE: 05/22/18 PROJECT NAME: HARDIAL SINGH RESIDENCE SITE ADDRESS: 15215 51ST AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: fr? iib Building Division II Fire Prevention Planning Division bt°1 Grog Public Works Structural ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) Notation: DUE DATE: 06/21/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: ke P41° Departments issued corrections: BI g Fire IDPing ❑ PW Staff Initials: 12/18/2013 r1 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA4,ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Z't? g I 13 Plan Check/Permit Number: D 18-0154 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1. ❑ Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TUKWILt AUG 2 8 2018 PERMIT CENTEP Project Name: HARDIAL SINGH RESIDENCE Project Address: 15215 51ST AVE S Contact Person: WU 064A Yell) Phone Number: IN -6 '85 1- 51 Summary of Revision: E 4 AL RRS jo/J v MW f Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: J..\ !iL Entered in TRAKiT on (2 g-Ae/17 W.'3ermit Center (Brenda)1Forms\Permit Center Documents (Word) Revision Submittal Form.doc Revised. August 2015 CITY OF TUKILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanPci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING AMANA- 1, S oi61/1 [please print name] , states as follows: PERMIT NO: i�18-v1 Sc{ 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. /--//)JujA Owner/Owner's Agent* Signed and sworn to before me this `t day of NOTARY PUBLIC in and for the State of Washington Residing at /t'I Name as commissioned: , County My commission expires: 18.27.090 Exemptions. The, ;stration provisions of this chapter do not appl' 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 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who ]olds a valid electrical contractor's license under chapter -19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or ari electrical trainee meeting the requirements ofchppter 19.28 RCW to perform plumbing work that is inddentally, directly, and immediately appropriate to tle like --in-kind replacement of a household ~sm appliance or otherall 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. PROJECT: SINGH'S ADDITION 1. DEMO 10 FT AT REAR (TOTAL 265 SF) 2. ADD 1195 SF ADDITION TO THE REAR 3. ADD 385 SF ATTACHED GARAGE SUBJECT SITE ADDE55: 15215 51ST AVE S - TUKWILA WA 98188 LEGAL DESCRIPTION: S 60 FT OF W 135 FT OF E 175 FT OF N 1/4 OF N 1/2 OF NE 1/4 OF SE 1/4 Plat Block: Plat Lot: PARCEL TAX ID t:: 222304-9094 ZONING: LDR PRESENT U5E: SFR JURISDICTION: TUKWILA MAXIMUM BUILDING FOOTPRINT: 8,100-6,500 = I,000sf I ,G00 x O. 125% = 2.0 % 35% - 2.0% 33.0% x 8, 100 sf = 33.0 % = 2,673 sf Building Coverage: 5.f. Existing Building 585 Proposed Addition 1195 Proposed Garage 385 Existing Foyer 4 Porch 260 Total 2425 Maximum Building Coverage 2673 Impervious Surface Coverage s.f. (Ex) Building Roof + Porch 866 Proposed Addition + Garage 186 I Driveway 1104 Patio 290 Walkway 326 Total 4447 Lot Size of Lot CONTACTS INFORMATION Owner: Hardial Singh Address: 15215 51St Ave S Tukwila WA 98188 Phone: 206-396-6800 Email: somaldala@live.com Prepared by: Minh Nguyen Address:17614 NE 29th Street Redmond WA 98052 Phone: 425-429.2299 8, 100 54.9 10' 0 10 J 0 01OCK WALL 10 1 5 / 1',0 07Titt SF 33 PROPOSED 1 st ADDITION iiii'42'i (Ex) 850 st -265 = 585 15215 51ST AVE S TUKWILA WA 98188 inn ROOFTOP SATELLITE DISHES OKI4O ww. L m PROPOSED 386 st GARAGE 70•-0• (Ex) 12 ASPHAL DRIVEWAY 138' n �et 12 ASPHALT DRIVEWAY( _~tt GIDC 6.D. (Ex) E C. METER 1 11 3( (Ex) IN Q -0• NATER METER _e J (Ex) LAN*CAPE RETAININ WALL 30'-0' Valuation of the Work Notes: Construction contract = $ 80,000 Administration contract = 5,000 Material = 75,000 Total = S 160,000 SITE PLAN SCALE 1' = 20'-O" ww• Go • in. ,..b..., 9 REViEWED FOR C9DE COMPLIANCE APPROVED SEP 1 2018 City of Tukwila BUILDING DIVISION 1 bLPrOl5" RECEIVED CITY C)F TUKWILA AUG 282118 PERMIT CENTER 8/21/18 REV /"I \ n!. C0n5 2015 International Building Code (II3C) 2015 International Residential Code ( IRC) 2015 International Mechanical Code (I MC) 2015 International Fuel Gas Code (IFGC) 2015 International Fire Code (IFC) 135I6N CFI '";CIA NOTS ROOF MAP I.OAP - 10,0 P5F ROOF LIVE LOAl2 - 25,0 P5F fLOOF t2 Al2 OAP - 10,0 P5F FLOOF LIVE 1-OAI2 - 40,0 P5F t7 6K I2 At2 LOAI2 - 10,0 P5F n�CK LIV/ LOAI2 - 60,0 P5--- 501L MARING CAPACITY = 2000 P5F WIN1 I3A51C WINI9 5ftn - 110 MPH FxPo5ul - 5� 15MIC SOIL 5I1'E CLA55 = n 55 - 1,472 51 - 0.550 5195 = 0,982 5191 - 0,550 FRAMING LUMBER: I. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO. 1 FOR POSTS, BEAMS, AND HEADERS. HEM-FIR/LARCH NO.2 (OR BETTER) AND STUDS, AND HEM FIR NO.2 OR BETTER FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P5 I -83, APA PRP- 108, OR VOLUNTARY PRODUCT STANDARD P52-92. SHEATHING INDEXES AND THICKNESS ARE NOTED ON THE PLANS. PROVIDE MINIMUM OF 3/8' EDGE DISTANCE ON ALL NAILS AND AY8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. 3. NAILING SHALL CONFORM TO TABLE RG02.3(1) OF THE IRC 20 15 UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITTEN BY THE STRUCTURAL ENGINEER. 5. USE DOUBLE JOIST UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 6. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 1 6% FOR ALL STRUCTURAL MEMBERS. 7. PROVIDE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 8. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS " UNLESS OTHERWISE NOTED. LAG BOLT, PILOT HOLES SHALL BE PRE -DRILLED TO GO% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. 9. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8' MINIMUM 0 BOLTS SPACED AT 48" 0.C. MAXIMUM SPACING (EMBED 5" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE THEY OCCUR. 10. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION). 1 I . EXTERIOR STUD WALL SHALL BE 2x6 AT 24" O.C. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2x4 AT 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2x4 AT 24" O.C. UNLESS OTHERWISE NOTED. SEE NOTE I FOR LUMBER GRADE OF STUDS AND PLATES. 12. FRAMING ANCHORS FOR JOISTS PURLING AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC...), SIZES, AND QUANTITIES A5 SPECIFIED BY THE MANUFACTURER. 13. FASTENERS INSTALLED IN PRESERVATIVE -TREATED WOOD SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED WITH A MINIMUM COATING WEIGHT COMPLYING WITH ASTM A 153. THIS INCLUDES NUTS AND WASHERS. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS ARE PERMITTED TO BE MECHANICALLY DEPOSITED ZINC -COATED WITH COATING WEIGHTS COMPLYING WITH ASTM B G95, CLASS 55 MINIMUM. PLAIN CARBON STEEL FASTENERS IN WOOD PRESERVATIVE TREATED WITH SBX/DOT OR ZINC BORATE ARE NOT REQUIRED TO BE GALVANIZED. SEE IRC SECTION 3 17.3 CONCRETE NOTES: 1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 #/CF). AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. 2. CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS (F EC) SHALL BE: SLAB ON GRAVEL 2500 PSI CONTINUOUS FOOTINGS 2500 PSI PAD FOOTINGS 2500 PSI RETAINING/BASEMENT 2500 PSI 3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI. MINIMUM OF 51/2 SACK OF CEMENT PER CUBIC YARD 4. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE FOLLOWS: INTERIOR WALL ... ... .%" EXTERIOR WALLS, EXPOSED TO WEATHER ... 1Y2" EXTERIOR WALL, NOT EXPOSED TO WEATHER . 3/4" EXPOSED TO EARTH OR WEATHER(# 5 OR SMALLER)1-1/2" NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE. 5. STRUCTURE BACKFILL IS REQUIRED TO BE COMPACTED 90 - 95% IN FIELD. CARBON MONOXIE DETECTORS: FOR NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA IN THE IMMEDIATELY VICINITY OF THE BEDROOMS IN DWELLING UNITS AND ON EACH LEVEL OF THE DWELLING AND IN ACCORDANCE WITH THE MANUFACTURES DIRECTIONS. SMOKE DETECTORS: SMOKE ALARMS SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS: I . IN EACH SLEEPING ROOM. 2. OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. 3. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS, BUT NOT INCLUDING CRAWLSPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWELLINGS UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN ADJACENT LEVELS, A SMOKE ALARM INSTALLED ON THE UPPER FLOOR SHALL SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDE THAT THE LOWER LEVEL IS LESS THAN ONE FULL STORY BELOW THE UPPER LEVEL. 4. SMOKE DETECTOS TO BE HARWIRE, INTERCONNECTED WITH BATTERY BACKUP. Valuation of the Work Notes: Construction contract Administration contract Material Total = $ 80,000 5,000 = 75,000 = $ 160,000 PROJECT: SINGH'S ADDITION 1. DEMO 10 FT AT REAR (TOTAL 265 SF) 2. ADD 1195 SF ADDITION TO THE REAR 3. ADD 385 SF ATTACHED GARAGE SUBJECT SITE ADDESS: 15215 51 ST AVE S - TUKWILA WA 98188 LEGAL DESCRIPTION: S 60FTOFW 135 FTOFE 175 FTOFN 1/40F N 1/2 OF NE 1/4 OF SE 1/4 PLat Block: Plat Lot: PARCEL TAX ID #: ZONING: PRESENT USE: JURISDICTION: 222304-9094 LDR SFR TUKWILA MAXIMUM BUILDING FOOTPRINT: , 100 - 6,500 = I ,600 sf I,000xO.I25% = 2.0% 35% - 2.0% 33.0%x8,100sf Building Coverage: Existing Building Proposed Addition Proposed Garage Existing Foyer $ Porch Total = 33.0 To = 2,673 sf Maximum Building Coverage Impervious Surface Coverage (Ex) Building Roof + Porch Proposed Addition + Garage Driveway Patio Walkway Total s.f. 585 1195 385 260 2425 2673 s.f. 866 I86I 1104 290 326 4447 Lot Size 8, 100 % of Lot 54.9 Max. Impervious Surface Area 75.0 % CO\TACTS \FM Owner: Hardial Singh Address: 15215 51 St Ave S Tukwila WA 98188 Phone: 206-396-6800 Email: somaldala@live.com V ATIO\ Prepared by: Minh Nguyen Address: 17614 NE 29th Street Redmond WA 98052 Phone: 425-429-2299 Email: washingtonhousedesign@outlook.com FILE CT:^"! PC.1777.:77 773. M/90- .3 .. .';3.., t3 ., ..., ..... Approval of c i,_:.� .._� :.;..:";l �::::: ';:.3 the viofa;icn cf c y �c:c-.;� ; c: c::::: of approved Fioid Copy c.rd .._.......''__ ,GJ: By: l-i �-�-�L / 671. Date: y - y - i e` Ci:y cf T i:'ti:::'a BUILDING C;V;::.;;CN F.,.... i 4. . iai. i;,::J No chwn-,ss shill , rl,^do to ';iP scope of v./T.-irk with; .: ; .i.:r ,:.;:.dreval of ,. r., "•" , -: i '.3 viia r ,;:fOre a r :-.:I p!:.n / t;mdtt; 3 1,:! Boulevard at South station apartment Homes ='e nt@,- 115215 51 st Avenue South 2i; rpia C'r:e. Cnr:[e Sarana International 9 Buddha Southcenter Blvd C n Johnson Braund Inc Bricklat Inspirus Credit Union Q Q F P t-; i V Smiles to") Southcenter Q Vicinity Map REVIEWED FOR CODE COMPLIANCE APPROVED SEP1D2010 City of Tukwila BUILDING DIVISION NTS 1.,.,,.,..,.. .,i of tr, by C-,t. ' t tON I.1 R RECEIVED CITY OF TUKWILA P.U3 28 20 PERMIT CENTER NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11/18 PLAN VIEWS 5/11 /18 SHEET NO. 1 11 (Ex) 50 GAL H.W. DN (Ex) LIVING RM \. 4 DN (Ex) DECK i (Ex) BATH C (Ex) BEDRM G DN° 0 22'-6" 6030 EG Ex BASEMENT PLANO SCALE 4" = 1'-0" NORTH CRAWLSPACE VENTILATION 1195 SF CRAWL AREA /150 = 7.97 SF NET FREE VENTILATION AREA REQUIRED 7"X15" FOUNDATION VENT N.F.V.A PROVIDED 1147 SI USE 11 FOUNDATION VENT JOIST LAYOUT START HERE CONCRETE WA EQUAL STEPS CRAWL SPACE VENTS (6) PLA ON WEST SIDE PLACE FLOOR J TO MISS FLOOR DRAIN TYP. CD CO 5'x12' FLAT LANDSCAPE AT EGRESS WINDO PLACE FLOOR J TO MISS FLOOR DRAIN TYP. 105 SI = 1 1147 SI 12' - 8 No fence other than a wood fence or similar shall be allowed" at egress area was added on the plan 55'-51 33'-6" 9'-8„ 4" CONCRETE SLAB Wa4.• a 4MID SLAB EACH4 WAY. AI 18"0.C.°6MIL VAPOR BARRIER. OVER4PROVIDE 4"4. CRASHED ROCK SUBGRADEQ MAIN FLOOR PLAN SCALE 4' =1'-0" 14.) NORTH 5'- MIVE ( x) LANDS APE BLOCK WALL ±60" AWAY FROM THE HOUSE T&G SHEATHING 10 HF2 AT 16"O.C. U.N. 38 ECO-TOUGH FIBERGLAS 40 40 EG D (Ex) KITCHEN 4040 4040 30"x30"x10"T FOOTING #4 AT 12" EACH WAY 3" ABOVE GRADE — REViEWED FOR CODE COMPLIANCE APPROVED SEP 1 1 2C18 City of Tukwila BUILDING DIVISION IVINC (Ex) CONC. STAIR ACCESS TO BASEMENT (Ex) DECK RECEIVED CITY OF TUKWILA AIDS 28 2018 PERMIT CENTER 8/21/18 REV D18-01S4 5/11 /18 SINGH'S ADDITION co co co a) > co Q CI) rri as (7.1 PLAN VIEWS & SHEARWALL SCHEDULE NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11/18 SHEET NO. 2 RECESSED LIGHTING: (R402.4.4) ` RECESSED LUMINAIRES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE TYPE IC -RATED AND CERTIFIED UNDER ASTM E283 A5 HAVING AN AIR LEAKAGE RATE NOT MORE THAN 2 CFM WHEN TESTED AT A 1 .57 PSF PRESSURE DIFFERENTIAL AND SHALL HAVE A LABEL ATTACHED SHOWING COMPLIANCE WITH THIS TEST METHOD. ALL RECESSED LUMINAIRES SHALL BE SEALED WITH A GASKET OR CAULK BETWEEN THE HOUSING AND THE INTERIOR WALL OR CEILING COVERING. 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. THIS THERMOSTAT SHALL INCLUDE THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES DOWN TO 55°F (I 3°C) OR UP TO 85°F (29°C). THE THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE SET POINT NO HIGHER THAN 70°F (21 °C) AND A COOLING TEMPERATURE SET POINT NO LOWER THAN 78°F (26°C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN I 0°F. SEALING (R403.2.2) DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE , AS APPLICABLE. BUILDING CAVITIES (R403.2.3) BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT DISPLACE REQUIRED ENVELOPE INSULATION. MECHANICAL SYSTEM PIPING INSULATION (K403.3) MECHANICAL SYSTEM PIPING CAPABLE OF CARRYING FLUIDS ABOVE 1 05°F (41 °C) OR BELOW 55°F (I 3°C) SHALL BE INSULATED TO A MINIMUM OF R-G. R-21 INSULATION WINDOW HEADER PER PLAN R-10 RIGID INSULATION INTERIOR WINDOW MOLDING SEALANT PAN FLASHING (OR FELT SILL STRIP) CONTINUATION 2x WINDOW SILL Y" GYPSUM WALL BOARD WOOD STRUCTURAL PANEL SHEATHING WEATHER -RESISTIVE BARRIER - LAP OVER TOP OF METAL HEAD FLASHING WOOD SIDING BED OF SEALANT METAL HEAD FLASHING WOOD STRUCTURAL PANEL SHEATHING SLOPED TOP AND DRIP -EDGED HEAD TRIM DRIP EDGE CAULKING/SEALANT WITH BACKER ROD WINDOW FLANGE WEATHER -RESISTIVE BARRIER PAN FLASHING (OR FELT SILL STRIP) WOOD SIDING WINDOW HEADER & SILL SECTION ELECTRICAL LEGEND: p Smoke Detector (Wire —In W/Barrery Back —Up) • Smoke + Carbon Detector SCD (Wire —In W/Barrery Back —Up) e Exhaust Fan 50 CFM (Vent to Exterior) 0 Recessed 13W CFL Light Fixture - Ceiling Mounted Light Fixture Wall Mounted Light Fixture $ Switch $3 3—Way Switch o 110V Wall Outlet 220V Wall Outlet 0- Cable/Internet & CAT 6E Telephone a Thermostat Warm Air Supply Warm Air Supply (ToeKick) ® Whole House Ventilation W H F (Vent to Exterior) 11111111 5 91 tr" proof./ Iur reVtJr etoor sw, bow{ r gloss loon: in PROPOSED ADDITION EXISTING 2x4 FRAMING 33'-6" 11'-7 // CV W6 /0 4050 E lb BEDRM 5 164 41) 7'-ON \4/_72„ �LP SD n3 n2 SW6]-14050 E01- - 1SW6} -, 4050 EG rE�---B--�T Q BEDRM\ 4 SD °r ,, 6,-52/, 28 3 —62 I✓ FM O al LC) v1ASTEBEDRM O U) WS 3° 6(4; \-* 0 100CFM 3" 1 uP 41) SCD T� to II IU) I 1 40 40 EG DN 40 40 t� ICI NLi 1 I (Ex) BEDRM 2 1 (®1 ° SDJ WHF 20-MINU TED DOOR & ELF CLOSI INGE GARAGE 2" SLOPE 5 OF / FF 160.17' x19MIN PARKING 1,33 co (�� (Ex) BEDRM 1 S (Ex) KITCHEN (Ex \D CU IVING 33g� N (Ex) DECK N 40 40 40 40 22'-6" FF 160.0 s1 — {sW6]- 13' - A // --3 11 W0 S /I FLOOR PLAN SCALE 4" =1'-0" — — s2 {SCR 6} 20'-6�2„ 0 NORTH MIN. 91 EF ELECTRIC TANKLESS WATER HEATER. RUN CONDENSATE LINE TO OUTSIDE WRAP ALL WARM WALLS, POSTS, BEAMS & SUPPORT WALLS WITH 2" GWB AND 8" TYPE "X" ON THE CEILING WINDOW & DOOR ABBREVATION EG = Egress SG = Safety Glazing OB = Obscure Glass WS = Weather Seals Door REVIEWED FOR CODE COMPLIANCE APPROVED SEP102010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 28 2018 PERMIT CENTER 8/21/18 REV A Dl$-�i54 5/11 /18 SINGH'S ADDITION oo co co a) co Q rn CV § LC') t SCALE 4" =1'-0" NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11/18 SHEET NO. 3 e ROOF TRUSSES: I. THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS AND STRUCTURAL NOTES. ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY THE IRC 2015. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE INCLUDED IN THE DESIGN. VERIFY WEIGHTS AND LOCATIONS WITH THE ARCHITECT. 2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS AND CALCULATION SHALL BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS A5 WELL A5 THE LOADS THE TRUSSES ARE DESIGNED TO SUPPORT. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, APPROVED FABRICATOR DRAWINGS AND INSTALLATION SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE TRUSSED, CONTIGUOUS LATERAL BRACING AND DIAGONAL BRACING PER TRUSS PLATE INSTITUTE RECOMMENDATIONS. 3. BOTTOM CHORDS REQUIRE LATERAL BRACING AT 10 FT SPACING OR LESS, IF NO CEILING I5 INSTALLED, UNLESS OTHERWISE NOTED. RNACE MODEL: BRYANT 9155A SINGLE STAGE 4-2AY MULTIPOISE SERIES B WHOLE HOUSE FANS MODEL: AIRSCAPEFAN 3200 SERIES *COMP. ROOF SHINGLE * VAPOR BARKIER * 16" ROOF SHEATHING IN/ 8d6"AT ALL EDGES& 12" AT INTERMEDIATE * MFRD TRUSS AT 24" * R-49 INSULATION *1"GWB COMMON DRAIN VENT BATHRM VENT TO OUTSIDE 24x48 SKYLIGHT (2) PLACES 12"x12" ROOF VENT (7) LOCATIONS END WALL BLOCKING AT 8 FT CNI U- X 0 a u)I� RIDGE HIGF ROOF STER= 0 0 )RM 10; 13' — J 1 • 33'-6" BEDRM 4 FAMILY bk8 HF GA AGE 20'-61/2„ ROOF PLAN SCALE '-a" = 1'-0" ADDITION & HIGH ROOF EXISTING LOW ROOF 4x8 HF2 BEDRM 3 °A 0 NORTH 6" [ADD 2x10 OR 14" CLEARANCE] FOR R-49 INSULATION UNDER 5'x8' FURNACE d" PLATFORM (Do Not Displace Insulation Under Platform) 40 40 EG 40 40 /a Ex) BEDRM 2 (Ex) KITCHEN (Ex) BEIDRM 1 (Ex) LOW RIDGE I I 40 40 40 40 (Ex) IVING COVERED PORCH WS 3Q 11 22'-6" FURNACE INTAKE VENT. 12x12 (6) PLACES ATTIC VENTILATION CALCULATIONS: ATTIC AREA = 1608 SF NET FEE AREA =935/300 =5.6 SF N.F.A. NEEDED = 5.6 SF x 144 = 806 SI N.F. INTAKE / EXHAUST = 806 / 2 = 403 SI EXHAUST PROVIDED = 5*(12"x12")*75% = 540 SI USED TOTAL (5) AT ROOF RIDGE EACH 21/2"0 VENT HOLE AREA = 4.9 SI SIDE ELEV. INTAKE w/(3) HOLES @ 16 SPACES = 243 SI RECEIVED (1) EXHAUST PROVIDED 1 x (144) = 144 SI CITY OF TUKWILA BOTH ELEV. = 2 x (243+ 144) x 75% = 580 SI AUG 2 8 2018 REViEWED FOR CODE COMPLIANCE APPROVED SEP 1 2018 City of Tukwila BUILDING DIVISION PERMIT CENTER 8/21/18 REV /' 0 0 0 0 0 0 0 o a 5/11/18 SINGH'S ADDITION ROOF PLAN NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET NO. 4 30-YR COMP ROOF SHINGLE ADDITION & HIGH ROOF EXISTING ROOF MAIN FLOOR 1 1 I 1 1 I I CEILING (Ex) CHIMNEY s1 CWw CONT. GUTTER IN FRONT PVC OR CEDAR TRIM TYP. SIDING PAINT AND TEXTURE TO MATCH (Ex) '-6" SOUTH ELEVATION SCALE;}' = r-0' GRADE CONC. GARAGE HOSE BIBB (Ex) ASPH. DRIVEWAY Ex 1 Ex (Ex) MAIN FLIO FF 162.5' a) 133 (Ex) BASEMENT 12 12 51— —15 CEILING (Ex) MAIN FLOOR (P) MAIN FLOOR w2 WEST ELEVATION SCALE;. =1.-0" (Ex) CHIMNEY EXISTING ROOF ADDITION & HIGH ROOF CEILING i11 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 I 1 1 1 1 I (Ex) DECK & GUARDRAIL (Ex) STAIR CONT. GUTTER IN FRONT F OR CEDAR TRIM TYP. CO (Ex) MAIN FLOOF FF 162.5' CONT. GUTTER IN FRONT PVC OR CEDAR TRIM TYP. 2x TRIM 3 SIDES e.e p l avL i E❑ -'-6 4050 EG -4W FF 161.33' MAIN FLOOR 0" (Ex) BASEMENT 12 51 / W \ 7.1T 7 1 1 1 1 1 I 1 GRADE ----- CONC. GARAGE (Ex) CONC. DRIVEWAY (EX) CHIMNEY 12 15 �Iv CONT. GUTTER IN FRONT OR CEDAR TRIM TYP. o -6" • CEILING T \ '1 I a 1 ILL (Ex) MAIN (P) MAIN OOR TLOOR PVC -4Id CT) CU (Ex) STAIR AND RAIL co (Ex) BASEMENT EAST ELEVATION SCALE;' = 1'-0' REVIEWED FOR CODE COMPLIANCE APPROVED SEP 1. 9 2018 City of Tukwila BUILDING DIVISION (EX) DECK & GUARDRAIL RECEIVED CITY OF TUKWILA AUG 28 2018 PERMIT CENTER 8/21/18 REV /' -0 0 Plfrois+ 11 /27/17 SINGH'S ADDITION ELEVATION VIEWS NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET NO. 5 OVERHANG 8d @ 6" RBC SPACING PER SHEAR WALL BIRDSCREEN BLK' T.O.W. ALUM. CONT. GUTTER 1x6 CONT. FASCIA CONT. SCREEN VENT WALL CONFIGURATION: * SIDING PER PLAN * TYVEK WRAP * 16 CDX SHEATHING i * 2x6 HF2 AT 24" * R-21 INSULATION * 3" GYPSUM WALL BOARD INSULATION PER PLAN BAFFLE SCREEN FOUNDATION VENT MFR ROOF TRUSS AT 24", ROOF SHEATHING & SPAN DIRECTION PER PLAN 18" ROOF DRAIN 4" DIA. TIGHTLINE SEPARATE FROM FOOTING DRAIN AIR FLO GRANULAR BACKFILL TO BE FREE ON CONCRETE, COBBLES OR OTHER MATERIALS WHICH MAY DAMAGE PIPE. MIRAFI 14ONSL FILTER FABRIC OR EQUIVALENT WRAP TO SURROUND GRAVEL. OVERLAP ON TOP 4" PVC SDR31 RIGID PERF. PIPE PLACE WEEPHOLES DOWNWARD WASHED ROCK OR GRAVEL (4" TO 13") _ 11I T1I —TOPSOILa TOP PLATE H2.5A TIE AT EACH RAFTER (2) 2x6 CONTINUE TOP PLATE insulation to be permanently supported at not more than 24" 0.C. without compression (new) MAIN FLOOR PT 2x6 SILL LATE ANCHOR SPACING PER SHEARWALL SCHEDULE #4 CONTINUE AT TOP #4 AT 24" (INSERT 6" EMBEDMENT) 8 4 10 MILVAPOR BARRIER 6" (Ex) GRADE 2 #4 CONTINUE 3" ABOVE GRADE H2.5A TIE AT EACH RAFTER (2) 2x6 CONTINUE TOP PLATE PT 2x6 SILL PLATE ANCHOR SPACING PER SHEARWALL SCHEDULE (2) LAYERS i" PLYWOOD TOP PLATE (2)#4 HORIZ. AT TOP #4 VERT. AT 24" 2x4 AT 24" R-21 INSULATION 2x10 BLOCKING AT 48" — (Ex) GRADE (new) MAIN FLOOR ALUM. CONT. GUTTER 1x6 CONT. FASCIA CONT. SCREEN VENT MOVE (Ex) GARDEN BLOCK WALL ---7 60" AWAY FROM THE HOUSE 10 MILVAPOR BARRIER #4 AT 18" 16 le CT) f' 0 IL 12" #4 VERT. AT 18" #4 HORIZ. AT 18" 2x10 2" SIMPSON WEDGE P.T.BOLT 18" 3" EMBEDMENT. #4 VERT. AT 18" MIN. 24" LAP SPLICE (2) #4 AT TOP & (3) #4 AT BOTTOM 36 SECTION 6 FOR MISSING MATERIAL CALL OUT, SEE SECT. A FACIAL ROOF SHEATHING OVER MANUFACTURER ROOF TRUSS AT 24" o.c. (Ex) ROOF SHEATHING 2x4 ROOF LEDGER (30 16d AT —J EACH VERT. END TRUSS MEMBER END TRUSS (Ex) TOP PLATE (Ex) WALL (Ex) RIM JOIST s (Ex) MAIN FLOOR (Ex) BASEMENT WALL (Ex) CONCRETE STEM WALL (Ex) CONC. SLAB U new TOP PLATE MIN. 10" TREAD MAX. 74" RISER CONT. 2x10 LEDGER WITH i" DIA. 1 in EMBED AT EACH (Ex) VERT. STUD (new) MAIN FLOOR J 2x10 FLOOR JOIST AT 16" AND R-38 INSULATION 8d I, 6" RBC SPACING PER SHEAR WALL BIRDSCREEN BLK'C T.O.W. ALUM. CONT. GUTTER 1x6 CONT. FASCIA CONT. SCREEN VENT MFR ROOF TRUSS AT 24", ROOF SHEATHING & SPAN DIRECTION PER PLAN 18" WALL CONFIGURATION: * SIDING PER PLAN * TYVEK WRAP * ?6" CDX SHEATHING * 2x6 HF2 AT 24" * R-21 INSULATION * 3" GYPSUM WALL BOARD ROOF DRAIN 4" DIA. TIGHTLINE SEPARATE FROM FOOTING DRAIN GRANULAR BACKFILL TO BE FREE ON CONCRETE, COBBLES OR OTHER MATERIALS WHICH MAY DAMAGE PIPE. MIRAFI 14ONSL FILTER FABRIC OR EQUIVALENT WRAP TO SURROUND GRAVEL. OVERLAP ON TOP 4" PVC SDR31 RIGID PERF. PIPE PLACE WEEPHOLES DOWNWARD WASHED ROCK OR GRAVEL (4" TO 13") III—' -TOPSOIL 4' 6' TOP PLATE H2.5A TIE AT EACH RAFTER (2) 2x6 CONTINUE TOP PLATE FLOOR JOIST PER PLAN R-30 AT �f UNHEATED AREA BEAM PER PLAN-----) 2x6 STUDS ® 16" W/R-21 3/4" PLYWD. T& BLOCKING AT 48" Itoi 11 I .446‘--46V711: z 5 PT 2x6 SILL PLATE ANCHOR SPACING PER SHEARWALL SCHEDULE CONC. SLAB PER PLAN —Pt- CD n 5" -04 SECTION SCALE 3/4"=1'-0" SO FOOTING PER PLAN #4 CONTINUE AT TOP • #4 AT 24" (INSERT 6" EMBEDMENT) 2 #4 CONTINUE 3" ABOVE GRADE 4X4 POST W/SIMPSON POST CAP AC4 & POST BASE PBS44 v #4 EXTENDED rN #4 012"MAX EACH WAY (1)#4 AT TOP (2)#4x 24" WITH 4" EMBED IN SIMPSON "AT FAST —SURE" ANCHORING ADHESIVE > EPDXY JOINING STEEL TO CONCRETE < ( * INSPECTION SHALL BE REQUIRED TO VERIFY APPROVED TYPE OF EPDXY AND STEEL OR'' BOLT SIZES AS SPECIFIED ON CONSTRUCTION PLANS AND/OR DOCUMENTS. * CALL FOR FOUNDATION INSPECTION BEFORE 4• APPLYING EPDXY TO ALLOW INSPECTION OF HOLES DEPTH AND DUST REMOVAL. BUILDING , OFFICIAL (INSPECTOR) SHALL OBSERVE` INSTALLATION OF EPDXY AT THAT TIME. c4 1 (2)#4 AT BOTTOM PER SECTION A RE'viEVJED FOR CODE COMPLIANCE APPROVED SEP 19 2018 City of Tukwila BUILDING DIVISION SIDING OVER ' SHEATHING OVER TYVEK WRAP 2X6 SOLE PT 2x6 MUDSILL PER SHEAR WALL SCHEDULE FOR REINFORCING CALLED OUT SEE SECTION A (New) FOUNDATION (Ex) FOUNDATION FOUNDATION DETAIL SCALE 3/4"=I'-0" RECEIVED CITY OF TUKWILA AUG 282018 PERMIT CENTER 8/21/18 REV —00 0 0 0 -o o--o o— 0 o- NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 11/27/17 Ia oes O 5/11 /18 SCALE 3/4"=1'-0" SHEET NO. 6 * ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZ. BLOCKING *Y8" SPACING IS RECOMMENDED AT ALL EDGE AND END JOINTS * NAIL SHALL BE LOCATE AT LEASE 8" FROM THE PANEL EDGES & STAGGERED * STAGGER NAILING ON 3x FRAMING WHERE SHEATHING IS ON BOTH SIDES OR NAIL SPACING IS 3" O.C. OR LESS. * PANEL EDGE STUDS INDICATE THE MINIMUM STUD WIDTH AT ABUTTING PANEL EDGES. - (2) 2X STUDS ARE ACCEPTABLE ALTERNATE 3x STUDS. - (2) 2X STUDS ARE TO BE NAILED TOGETHER WITH (2) ROWS 16d AT 6" O.0 FILLER STRIP IFREQUIRED LTP5 s WALL REFERENCED PANEL EDGE NAILING PER FDN DETAIL, USE HOG NAILS INTO PT SILL INTERMEDIATE SHEATHING 8d AT 12" O.C. LOCATED AT LEAST 8" FROM STUD EDGES APA RATED SHEATHING APPLIED W/ LONG DIMENSION ACROSS STUDS "BLOCK" HORIZONTAL JOINTS IN PANELS USED FOR BRACING APA RATED SHEATHING APPLIED W/ LONG DIMENSION PARALLEL TO STUDS 6" MIN. CLEARANCE SIDING TO GRADE APA PANEL WALL SHEATHING N.T.S. w AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE ACC❑MPLISHED, FRAMING CLIPS SHALL BE USED TO FASTEN BUILT—UP MEMBERS. RIM PANEL EDGE NAILING TO UPPER TOP PLATE SILL PLATE LAP OPTION 7 A35 OPTION LTP5 OPTION HORIZ. SIDING ANCHOR BOLTS EMBEDMENT SHALL BE 7', U.O.N. ALL ANCHORS SHALL HAVE 3' x 3# x 0.229' PLATE WASHERS. PLATE WASHER SHALL EXTEND TO WITHIN Y2' OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF SHEATHING IS ON BOTH SIDES OF THE ALL, STAGGER THE ANCHOR BOLTS, AS REQUIRED, SO THAT HALF OF THE PLATE WASHERS ARE WITHIN Y2' OF THE EDGE OF THE BOTTOM PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED. (SECTION 4.3.6.4.3) ALTERNATIVELY, SIMPSON STRONG TIE MUDSILL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURE'S PROCEDURES AND ESR-2555. SHEAF WALL SCHEDULE RIM CONNECTION WALL SHEATHING PANEL EDGE NAILING (COMMON OR GALV BOX NAILS) PANEL EDGE STUDS MASA OR MASAP ANCHOR BOLTS 5/8"0 EMBED 7" AT TOP PLATE AT ROOF EAVE TOP PLAl1= AT SILL PLATE (COMMON NAIL .1620 x 3.5") SW6 7/16" APA PLY ONE SIDE 8d AT 6" 0.C. 2x 40" 0.C. IN 2x PLATE 48" 0.C. IN 2x PLATE LTP5 AT 24" O.C. RBC AT 16" 0.C. 16d AT 6" 0.C. SW4 7/16" APA PLY ONE SIDE 8d AT 4" O.C. 2x 28" 0.C. IN 2x PLATE 32" O.C. IN 2x PLATE LTP5 AT 16" 0.C. RBC AT 12" 0.C. 16d AT 4" 0.C. SW3 7/16" APA PLY ONE SIDE 8d AT 3" O.C. 3x 12" 0.C. IN 2x PLATE 16" 0.C. IN 2x PLATE LTP5 AT 16" 0.C. RBC AT 8" 0.C. 16d AT 3" 0.C. SW2 7/16" APA PLY ONE SIDE 8d AT 2" 0.C. 3x 7" O.C. IN 2x PLATE 12" O.C. IN 2x PLATE LTP5 AT 12" 0.C. RBC AT 8" 0.C. 16d AT 2" 0.C. SW44 7/16" APA PLY TWO SIDES 8d AT 4" 0.C. EA SIDE 3x 16" O.C. IN 3x PLATE 24" 0.C. IN 3x PLATE LTP5 AT 8" 0.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 4" 0.C. SW33 7/16" APA PLY TWO SIDES 8d AT 3" 0.C. EA SIDE 3x 12" 0.C. IN 3x PLATE 16" 0.C. IN 3x PLATE LTP5 AT 8" 0.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 3" 0.C. SW22 7/16" APA PLY TWO SIDES 8d AT 2" 0.C. EA SIDE 3x 12" 0.C. IN 3x PLATE 16" O.C. IN 3x PLATE LTP5 AT 6" 0.C. N.A. AT ROOF EAVE (2) ROWS 16d AT 2" 0.C. AT NEW SHEAR WALL ONLY NAILED PORTION 30' MIN. REBAR LENGTH Simpson Strong-TieSTHD-RJ Rim Joist Installation REEViE.WED FOR CODE COMPLIANCE APPROVED SEP 19 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AN282n18 PERMIT CENTER NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11/18 ALLOWABLE BUILDING HEIGHT: AVERAGE GRADE PLAN 168 +160 +163 +170 = 661 661 / 4=165.25' ALLOWABLE BUILDING HEIGHT cu 05. u 115 138' 1 1 1 1 1► 0 0 011-JC J.D. 33' VP- �, 7//////42)'/// / / / / // 70'-0" ..zr RIDG HIGH R• •F ROOF LINE / X / (Ex) LOW RIDGE / CAVEREDPORCH / CO IFF 162.5 I / / // 1 7 IFF 161 331 / 1 .5 20' / %/ ///////y^/ r- �' EC ocooccd=coccrcc3cccaccccd DEL EL 724 EL / EL Et EL —�_ /(Ex) 12' ASPHALT DRIVEWAY______ RIVWAY EL / / ?*i 160 ITl IFF 160o 1F., CV n 1 33 ,' G' C'Inr D 1 ADDITION & HIGH ROOF EXISTING ROOF I 1 1 1 I 1 1 I I 11 1 1 I I I 1 I 1 CEILING 10 138' 155 BUILDING HEIGHT CA CULATIONS PLAN SCALE 1'= 10'-0" MAIN FLOOR MAIN FLOOR Ex f (Ex) MAIN FLOOR 2'-6-1" SOUTH ELEVATION SCALE 'a' = GRADE CONC. GARAGE (Ex) CONC. DRIVEWAY Ex (Ex) BASEMENT co co z0 LL �fl EL Rc'd �cL dzu FOR CODE COMPLIANCE APPROVED SEP 1 5 2018 City of Tukwila BUILDING DIVISION Ex) SEWER LINE rin Ex) WATER METER (Ex) LANC03CAPE RETAININ►3 WALL EL EL EL RECEIVED CITY OF TUKWILA P.'J3282018 PERMIT CENTER EL 30' - EL EL 5/11 /18 // SINGH'S ADDITION co a) > oo H NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET NO. 8 SILT FENCE 1 10 10'-0• 16 D 17 4" DIA PV FROM FIELD BAIL F 4" DIA. PVC SOLID R o OF IN COLLECTOR AT 2% IN SOLID ROOF DRAIN WNSPOUTS GIMESI ICIER 16 4" DIA PERF P PE FOOTING DRAIN 1.5 16LF4" DRAIN COLL GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY AU. GRADES PRIOR TO CONSTRUCTION. 2. KEEP ROOF / FOOTING DISPERSION TRENCH 5' MINIMUM FROM PROPERTY AND 15' MINIMUM FROM HOUSE FOUNDATION. 3. CITY OF TUKWILA SEWER DISTRICT PERMIT REQUIRED. FIELD BAILS PVC SOLID FOOTING CTOR AT 1% MIN. CACH BASIN RIM OP = 157.50' IE (W) = 156.75' IE (E) = 156.65' IMMO 160 17'- COVERED PORCH 138' WAT El (Ex) 12' ASPHALT DRIVEWAY El ♦ ♦ ♦ * ♦ * * * ♦ ♦ • * ♦ ♦ * ♦ • ♦ ♦ ♦ 11. CATCH BASIN TYPE 40 RIM TOP =160.50' IE (W) =158.40' IE (E) =158.50' 18 LF 6" DIA. PVC SOLID AT •% MIN. DISPERSION TRENCH 2.5' x 25' 0 Y V • ♦ ♦ 351 * * ♦ * * ♦ ♦ ♦ ♦ ♦ * ♦ ♦ ♦ ♦ * ♦ ♦ W ♦ ♦ ♦ ♦ ♦ VEGETATED FLOWPATH •' x 35 ♦♦- 70'-0• ♦ * ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ * ♦ ♦ ♦ ♦\ V * ♦ * ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ * ♦ 4. ♦• ♦* ♦ ♦ ♦• ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ * ♦ * ♦ * ♦ ♦ ♦ ♦ i_ ♦ ♦ ♦OW♦ UI`I♦ ♦ ♦ ♦ ♦ ♦ * ♦ ♦ ION Ex) 1217-SPHALT DRIVEWAY El El El 138' ti f') co) f7 N < I v) CI f7 N cI • N II N 2H II -(Ex) SEWER LINE // y if N 3C // (Ex) WATER METER y El El DRYWELL 48"W x 48"L x 48"D FOR 5 FOOTING DRAIN 10 LF 6" DIA. PVC SOLID AT 1% MIN. STORM WATER SITE PLAN El a) ) PE RETAINING WALL El SCAI.1.. 1' = 10'- EL. El El 1. 1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND SECURELY FASTENED AT BOTH ENDS TO THE POST. 2. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8 INCHES WIDE AND 12 INCHES DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. THIS TRENCH SHALL BE BACKFILLED WITH NATIVE VEGETATION. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 7. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 8. SILT FENCES WILL BE INSTALLED PARALLEL TO ANY SLOPE CONTOURS. 9, CONTRIBUTING LENGTH TO FENCE WILL NOT BE GREATER THAN 100 FEET. 10. DO NOT INSTALL BELOW AN OUTLET PIPE OR WEIR. 11. INSTALL DOWNSLOPE OF EXPOSED AREAS. 12. DO NOT DRIVE OVER OR FILL OVER SILT FENCES. DISTURBED SIDE SLOPE BURY BOTTOM OF FILTER FABRIC MATERIAL WITH WASHED GRAVEL BACKFILL 12' 2x4 VODD POST, STEEL POST, OR EQUIVALENT 6'MIN TYPICAL CROSS SECTION FILTER FABRIC MATERIAL 2x2x14 GAGE WELDED WIRE FABRIC OR EQUIV 6' v I ' I 3.5' MIRAFI 100X OR -\ STAPLES OR WIRE EQUIVALENT RINGS, YP 1 I--8' MAX - .1 IKE'JtLA Ji_i..) FOR CODE COMPLIANCE APPROVED SEP J.()2018 City of Tukwila BUILDING DIVISION 2' IN BURY BOTTOM OF FILTER FABRIC ELEVATION MATERIAL IN 12 IN. X 8 IN. TRENCH. •APPROVED SEP 1.1 2018 of I ukwiIE, PUBLIC Works OPtIr RECEIVED CITY OF TUKWILA A!Ju 28 2018 PERMIT CENTER 8/21/18 REV 5/11 /18 D1J' 54 SINGH'S ADDITION coop a) ao H7.1 a. H ) ce Ie 0 NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET NO. STORM Singh's Addition 15215 51 st Ave S Minh Nguyen 17614 NE 29th St Tukwila WA 98188 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact lnformat,on Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor Master Bedrm 0.28 Master Bath 0.28 BedRm # 3, 4, & 5 0.28 Garage 0.20 (Ex) BedRm 1 &2 0.28 (Ex) Living 0.20 (Ex) Living 0.28 (Ex) Kitchen 0.28 (Ex) Basement 0.28 (Ex) Basement 0.28 (Ex) Basement 0.20 Overhead Glazing (Skylights) Component Description Hall BathRm Width Height Qt. Feet '"`h Feet Width Height Qt. Feet inch Feet Inch 1 4 ° 5 6 1 4 ° 2 ° 3 4 ° 5 6 1 3 0.006 8 3 4 ° 4 ° 1 3 ° 6 8 1 4 ° 4 ° 1 4 ° 4 ° 2 3 ° 2 ° 2 6 ° 2 ° 1 2 8 6 8 Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor 0.50 HaliWay 0.50 Width Height Qt. Feet inch Feet 1rch 1 2 ° 4 ° 1 2 ° 4 ° Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) Area UA 0.0 0.00 0.0 0.00 Area UA 22.0 6.16 8.0 2.24 66.0 18.48 20.0 4.00 48.0 13.44 20.0 4.00 16.0 4.48 16.0 4.48 12.0 3.36 24.0 6.72 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 269.8 Area 70.92 0.26 UA 8.0 4.00 8.0 4.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 16.0 8.00 0.50 285.8 78.92 Singh's Addition 15215 51 st Ave S Tukwila WA 98188 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R-\aluea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb.O n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9f" 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall"" 10/15/21 int + TB 0.042 Slab`' R-Value & Depth 10, 2 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. L 12. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. Li 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Li 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1 a 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 0 0 0 0 0 0 0 0 n C7 n *1200 kwh 0.5 1.0 0.0 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. ' R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. t Reserved. 8 Reserved. h Reserved. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. "' Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. EFFICIENT BUILDING ENVELOPE I a: Prescriptive compliance is based on Table K402. I . I with the following modifications: Vertical fenestration U = 0.28 Floor R-38 Slab on grade R- I 0 perimeter and under entire slab Below grade slab R- I 0 perimeter and under entire slab HIGH EFFICIENCY HVAC EQUIPMENT 3a: Gas, propane or oil -fired furnace with minimum AFUE of 94%, or Gas, propane or oiled -fired boiler with minimum AFUE of 92% To qualify to claim this credit, the building permit drawings shall specify the option bung selected and shall SpeCIfy the heating equipment type and the minimum equipment efficiency. TRANS Model XT95 Heating Efficiency up to 95 AFUE FLOOR AREA (SQ. FT.) # OF BEDROOMS 0-1 2-3 4-5 6-7 > 7 < 1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001-4500 60 75 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 105 120 135 150 > 7501 105 120 135 150 165 VENTILATION RATES IN TABLE ARE MINIMUM OUTDOOR AIRFLOW RATES MEASURED IN CFM. - WHOLE HOUSE VENTILATION SYSTEM IS REQUIRED AND SHALL CONFORM TO WAC 51-52-0403.8.6 WHOLE HOUSE VENTILATION WITH EXHAUST FAN SYSTEMS. - FRESH AIR SHALL BE DRAWN IN THROUGH A MIN. OF ONE OPERABLE WINDOW IN EACH HABITABLE SPACE. - FOR ALL DWELLINGS UP TO 5000 SQ FT, 3,5 CREDITS ARE REQUIRED FROM TABLE 406.2. SEE 'METHODS OF OBTAINING ENERGY CREDITS' ON SHEET 13. - HEATING DUCTS ARE NOT ALLOWED TO DISPLACE REQUIRED INSULATION WITHIN THE EXTERIOR WALLS, FLOORS AND CEILINGS. - DUCTS SHALL BE LEAKED TESTED IN ACCORDANCE WITH RS-33, USING THE MAX. DUCT LEAKAGE RATES SPECIFIED IN SECTION R403.2.2. (5.0 ACH). - ENERGY CODE COMPLIANCE CHART WITHIN 3' OF ELECTRICAL PANEL. - A PROGRAMMABLE THERMOSTAT IS REQUIRED. - A MINIMUM OF 75Z OF ALL LIGHTING MUST BE HIGH EFFICIENCY. 0AH01.HOUSE VNTIl.A110N EACH DWELLING INf ikt. BE EQUPPED M1H A VEN1LA110N SYSTEM COMPLYING WITH SECTION MI907.5A, MI507.3.5, MI501.3.6 OR M1507.5.7. PPO IPE A MINIMUM 105 CFM, CONTINUOUSLY OPERATING 5Y51EM FOR A DWELLING TNT CONSISTS OP 4 f0 5 MIVOOM5 AND LE551WWN 6000 SF. BWROOM DOOR SHALL BE UNDERCUT 10 A MINIMUM OFY," A3OVE T 151R'rACE OF fl-E FINISH FLOOR COVERING. PROVIDE NOr LE55111AN 4 SQUAK'E INCHES OF NET FREE AREA OF OPENING, SCREENED WtM DAMPED cONTR01. POP EACH BEDP00M. NOTE: IF A WINDOW IN EACH H01,IfA3LE DOOM 15 EQUIPPED W111-1 A 4 SOUS INC1- MIN, FRESH Ali PORf,11EN 11-11.1-WAI.L INLEt5 AS SHOWN ON PLANS WILL NOT BE PEQURED. OUTDOOR AK INLETS SWLL BE LOCATED 50 A5 NOr TAKE AI FROM 1PE FCLLOW1NG AREAS: I. aoseP THAN 10 FEET FROM AN APPLIANCE VENT' OUTLET, iN.E55 SUO-1 VENT OUTLET 15 3 FEET ABQVE iff OUR700R AIR IN.E1, 2. WfEM IT WILL PICK UP 013.ECi1G HOLE 00OP5, FLWE5 OR FLAMMAtA,E VAP0R5. 3. A KA/ARI2OU5 OP INSANIfARt' L0CA110N. 4. AROOM OR 5PACE WAVING ANY FLU - I1kTYNG Arro NICE A-EREYJ. aoeR 1WWN 10 FEEf5 FROM A VENT OPENING 0P PLUMPING I7PNNAt c SYSTEM UNLE5511-E VENT OPENING 15 At LEAST 3 FEET A30VE Tit NP INLET. 6. AMC, CRAWL 5PACE5 0P 6APACZ5. CODE COMPLIANCE APPROVED SET' 1 D 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA r 0;` A�,itu28?�.,d PERMIT CENTER SINGH'S ADDITION Tukwila WA 98188 PLAN VIEWS & SHEARWALL SCHEDULE NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET N0. O SILT FENCE 1'0 FIELD BAIL 16 F 4" DIA. PVC SOLID R D 17 4"DIAPV FROM OF IN COLLECTOR AT 2% IN. 16 SOLID ROOF DRAIN WNSPOUTS IFF 161331 4" DIA PERF PYPE FOOTING DRAIN 5 16 LF 4" DRAIN COLL GENERAL NOTES: I. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP ROOF / FOOTING DISPERSION TRENCH 5' MINIMUM FROM PROPERTY AND 15' MINIMUM FROM HOUSE FOUNDATION. 3. CITY OF TUKWILA SEWER DISTRICT PERMIT REQUIRED. IFF 1600' I FIELD BAILS PVC SOLID FOOTING CTOR AT 1% MIN. CACH BASIN RIM OP =157.50' IE (W) =156.75' IE (E) =156.65' N 40010 IFF 1625' 1 1040 EG 160 CATCH BASIN TYPE 40 RIM TOP =160.50' IE (W) =158.40' IE (E) =158.50' - 18 LF 6" DIA. PVC SOLID AT 0 138' 17'-0„ COVERED PORCH (Ex) 12' ASPHALT DRIVEWAY 11 ��% MIN. DISPERSION TREMC 2.5' x 25' 1 W W W * * W W W * i * i * * W * W W W W * * * W i * * * * W W • W * W W W W * *• Wi i VEGETATED FLOWPATH •' x 35 W W W * * * * W W W * * * 4W * W * * * W W W W W W W * * W i i i * * W i i i W W i W W * * W W i W i i i i i * W * i i i i i i W * i W * i W i W W W W W W * * * i * W W W W * W W W i W W * W W W * W W W * * W * W i * W W W W • W k 1 ■ 1 1 1 Cn Ex122SPHALT DRIVEWAY EL EL 138' DRYWELL 48"W x 48"L x 48"D FOR FOOTING DRAIN 10 LF 6" DIA. PVC SOLID AT 1% MIN. • • IZ // (Ex) WATER METER q EL ON 0 N EL _ STORM WATER SITE PLAN EL EL SC 30'— // ,PE RETAINING WALL Sc:;1I.1? 1' = 1 O'-O" EL EL EL EL 1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND SECURELY FASTENED AT BOTH ENDS TO THE POST, 2. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8 INCHES WIDE AND 12 INCHES DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. THIS TRENCH SHALL BE BACKFILLED WITH NATIVE VEGETATION. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INT❑ THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 7. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 8. SILT FENCES WILL BE INSTALLED PARALLEL TO ANY SLOPE CONTOURS. 9. CONTRIBUTING LENGTH TO FENCE WILL NOT BE GREATER THAN 100 FEET. 10. DO NOT INSTALL BELOW AN OUTLET PIPE OR WEIR. 11. INSTALL DDWNSLOPE OF EXPOSED AREAS. 12. DO NOT DRIVE OVER OR FILL OVER SILT FENCES. DISTURBED SIDE SLOPE BURY BOTTOM OF FILTER FABRIC MATERIAL WITH WASHED GRAVEL BACKFILL 12' 2x4 WOOD POST, STEEL POST, OR EQUIVALENT 6'MIN TYPICAL CROSS SECTION FILTER FABRIC MATERIAL 2x2x14 GAGE WELDED WIRE FABRIC OR EQUIV MIRAFI 100X OR STAPLES OR WIRE EQUIVALENT RINGS, YP ■ ■ LII 2' MIN MAX— BURY BOTTOM OF FILTER FABRIC ELEVATION MATERIAL IN 12 IN. X 8 IN. TRENCH. CODE COMPLIANCE APPROVED SEP192318 City of Tukwila BUILDING DIVISION A.PPROVEr: SEA _! i 2O11F .1lty 01 1 uKWlib . .IBLIC Work$ RECEIVED CITY OF TUKWILA AU32821118 PERMIT CENTER 8/21/18 REV /' 5/11 /18 IbithOlS4 NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com SINGH'S ADDITION 15215 51 st Ave S Tukwila WA 98188 STORM WATER SITE PLAN I 5/11/18 SHEET NO. STOR CLEAN OUT WYE FROM PIPE Lu END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD 15.0' MIN 5.0' MIN r ROOF DRAIN ef' SOLID PIPE © 1,0% MIN. CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VIEW NTS OBSERVATION PORT TOPSOIL t.. l:•._ • • FLOW TEE SMALL C11 OR YARD GRAIN MIN. 4' DIA. PIPE GEOTEXTILE FABRIC (TOP & SIDES ONLY) • I.a• ••_ f. • 1 • 4.i • ••• ,• _ -• •�r (• ram.-_• • • - w .-1 ,. • i ••• • • • I It- `•-.• • • I•. •314'-i 112' -• • WASH9D GRAVEL. •;:: :. . r • - • • •+ • •%••t:• •: _.1 •. -••s••••..I•••••l„' ••-••• 1 MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL DRYWELL DETAIL SCALE: NONE ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK FINE MESH SCREEN ELEVATION VEW NTS — M 4' SOLID PIPE GALVANIZED BOLTS 4' cv ,.t.•• 4 • • yjr• a,c, • •}•. .. ls•Tr `' •.•6� ` •a �.•• JC PRESSURE TREATED GRADE BOARD -.Nam. •ti 4'X4' SUPPORT POST r •-- V • Y" s ens.• a. - . - r J�r • r '�..� •_ •e ' 'r V r RIGID PERFORATED PIPE 4-� . •.► -�� LAID LEVEL �.i.i ,.�a yr' ; •1 •a� _,(TOP II SIDES ONLY) FILTER FABRIC 'Or a r•-- WASHED ROCK 314' -1 1!r r- .•V - . ,. SECTION A -A 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED 9Y SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. 18.O.C. •..ter 2" GRADE BOARD NOTCHES 2" ROOF DISPERSION TRENCH DETAL SCALE: NONE CODE COMPLIANCE APPROVED SEP 1. 2018 City of Tukwila BUILDING DIVISION 0,PPRoVE '. :EP ii2018 liy of I UKWIIC- -'I )BI. IC Work, okim RECEIVED CITY OF TLJKWILA AUG 28 2101 PERMIT CENTER a o ❑ o a ❑ o ❑ o o ❑ ❑D16-1-01sP4- SINGH'S ADDITION STORM WATER DETAIL SECTIONS NT Engineers 17614 NE 29th St - Redmond WA 98052 WashingtonHouseDesign@outlook.com 5/11 /18 SHEET NO. STO 2