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Permit D18-0003 - WILLIAMS RESIDENCE - NEW DETACHED GARAGE/SHOP
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D18-0003 WILLIAMS RESIDENCE 12240 47TH AVE S THE ABOVE MENTIONED Page # DIGITAL Code RECORDS PERMIT FILE INCLUDES Exemption, (DR) EXEMPTION LOG THE FOLLOWING REDACTED INFORMATION Brief Explanatory Description Statute/Rule Personal Information — The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 94 DR2 Financial Information — RCW 42.56.230(4 5) account numbers, which are exempt from disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. 42.56.230(5) (7a) Redactions contain information used to prove identity, age, residential address, social security number or other personal information Personal Information — Driver's License. RCW required to apply for a driver's license or RCW DR3 — identicard. 42.56.230 42.56.230 (7a & c) (7c) Any record pertaining to a vehicle license plate, driver's license, or identicard issued under (7a & c) RCW 46.08.066 that, alone or in combination with any other records, may reveal the identity of an individual. Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW DR4 Attorney -Client Privilege — RCW 5.60.060(2)(a); RCW disclosure pursuant to RCW 5.60.060(2)(a), which protects attorney-client privileged 5.60.060(2)(a); RCW 42.56.070(1) communications, and RCW 42.56.070(1), which protects, under the PRA, information exempt or prohibited from disclosure under another statute. 42.56.070(1) WILLIAMS GARAGE/SHOP 12240 47 AVE S D18-0003 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0179001185 12240 47TH AVE S DEVELOPMENT PERMIT Project Name: WILLIAMS GARAGE/SHOP Permit Number: D18-0003 Issue Date: 7/2/2018 Permit Expires On: 12/29/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WILLIAMS TERRY K 12240 47TH AV S , SEATTLE, WA, 97178 JODI WILKANSON Phone: (425) 743-1555 16521 HWY 99 - SUITE C , LYNNWOOD, WA, 98037 TOWN & COUNTRY POST FRAME BLDS Phone: (425) 743-1555 16521 HWY 99 STE C, LYNNWOOD, WA, 98037 TOWNCPF099LT Expiration Date: 6/30/2019 TERRY WILLIAMS 12240 47 AVE S , TUKWILA, WA, 98178 DESCRIPTION OF WORK: CONSTRUCT A NEW DETACHED 1448 SQ FT POST FRAME GARAGE/SHOP Project Valuation: $75,152.96 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $2,503.01 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 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: 0 Fill: 0 Number: 0 1 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and a to the co p�.ns attached to this permit. Signature:/� Date: Print Name: 4t / P/110 ,V2(i/ Z 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: 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. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: ***PUBLIC WORKS PERMIT CONDITIONS*** 20: 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. 21: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 22: 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. 23: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 24: Any material spilled onto any street shall be cleaned up immediately. 25: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 26: 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. 27: Pre -construction storm drainage patterns shall be met during and after construction. 28: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 29: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 30: Project to comply with Geotechnical Report, by Robinson Noble, Inc., dated October 3, 2017; and subsequent geotechnical reports / evaluations. 31: Storm drainage shall comply with the 2016 King County Surface Water Design Manual - Appendix C - Simplified Drainage Requirements. rTh PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0409 FRAMING 0606 GLAZING 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 4035 SI -SOILS 5090 STORM DRAINAGE 0413 WALL SHEATHING/SHEAR 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov lv�2 wii�U>V Building Permit No. te 0003 Project No. Date Application Accepted: " t"'� g Date Application Expires: 1 1 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** Site Address: Tenant Name: 1`1 King Co Assessor's Tax No.: 017900—//r5 - 147411 90d—// 547411 S rakuji'ki WA 9 178 Suite Number: Floor: PROPERTY OWNER j *' N714707_7)4V j—0fitAi'CeAJ���y r(JI,rati a 4'Wc14.1 Addresst�„r-•at . C U��JJ Name: ecrti ‘e ,,,,,, r 1 iq rpt s Em i•. DEO_ (VI tk-S & Cif(' rAct %t 1 A—.COW) Address1., 24 0 L}-, rh Ave- s City: --r )LWIjA_ City:iii Qtioti fit State: V V A 6 /�, Zip:"1h+lb CONTACT PERSON — erson/receiving �all project communicationj.� ) I r /L Ct..OS (t` l 1 j *' N714707_7)4V j—0fitAi'CeAJ���y r(JI,rati a 4'Wc14.1 Addresst�„r-•at . C U��JJ City:uvIn wood State: tio ii, Zip 0 ,7 Phone s 74 3.45 Fax: Em i•. DEO_ (VI tk-S & Cif(' rAct %t 1 A—.COW) GENERAL CONTRACTOR INFORMATION Company Name:IOWA 6 VAIN Address: 1,‘ s LI ,„ g 0 ( k C 4 State:JUla�p A. Zip: Jg a 3 City: i1 0 til Wo N Phone: 1 lw,3 _ `cc S Fax: Contr Reg No.: Tow Nuipp0 Exp Date: 65, to / Tukwila Business License No.: H:\Applications\Fortes-Applications On Line \2011 ApplicationsU'ertnit Application Revised - 8-9-11.docx Revised: August 2011 bb New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Company Name-` Q, s_ i_e_ 8, flee., l Engineer Namere r f, Oc,we 1 Company Name: City: wood irkuttlC State: jI Zip gWV I Phone:g254,61 (P (f 01 Fax: Architect Name: City: --r )LWIjA_ Sttlate:�/) Zip: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name-` Q, s_ i_e_ 8, flee., l Engineer Namere r f, Oc,we 1 Address: av 1 U 00.c r. [ , ,* „a City: wood irkuttlC State: jI Zip gWV I Phone:g254,61 (P (f 01 Fax: Email: ier(4 e f5t "moo .cO.,,,..1 LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name. D 9.7. : e /11/ , ') / // rim s' Address: Z z z'/ p y7t.L »U� City: --r )LWIjA_ Sttlate:�/) Zip: 9(�7 Page 1 of 4 BUILDING PERMIT INFORMATION - 206-431-3670 Valuation of Project (contractor's bid price): $ L13, '7 O o0 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): fi e.t.a, Oe VaciNecti shell onkj, FYa me_iB zo aid 32-`1 Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes [ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 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 i' Floor V 2010 2nd Floor 3' Floor Floors thru Basement Accessory Structure* 5I H2- It Attached Garage Detached Garage j5fcP 11-11-1 43 Attached Carport Detached Carport 4©r' tid Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes [ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers 0 Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 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): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 0 ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline 0 ...Valley View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 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): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ISZ 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... I> WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public 0 Private ❑ 0 .. Grease Interceptor 0 .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding WO # ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Pcrmit Application Revised - 8-9-11 .docx Revised: August 201 I bh Page 3 of 4 4 c 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 OWR OR AUTHORIZED AGENT: Signature: i Print Name: D'� 7 Date: 12/2' (Zai 9- yy C ( Day Telephone: �1P1,5 3 1 �V S Mailing Address: 1 (� l� 71M11 J 9 -kv l ove0A 5v�0 ? H.\Applications\Forms-Applications On Line \20I1 Applications'J'ermit Application Revised - 8-9-I Ldocx Revised: August 2011 bh ity State Zip Page 4 of 4 BULLETIN A2 e TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME (,11; 1 VI V511 PERMIT # b l8 - 000 3 icy 122.4o - 4-7 4h y1v . So t" -f1` If you do not provide contractor bids or an engineer's estimate'with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) Soo /`Soo Z000 5v C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 300 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 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 $ 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 pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101— 1,000 $37.00 for 1 s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1' 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s` 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (8) $ 2- 5� (9) N. BULLETIN A2 til 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) a DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 52_ 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 ,r. Size (inches) Instal ation Cascade Water Alliance RCFC 01.01.2017 —12.31.201 / Total Fee 0.75 $625 '. $60057- $6630 1 $1125 $15,;,02.50 $16,137.50 1.5 $2425 /$30,02 \$32,450 2 $2825 / $48,040 .-------,,,, $50,865 3 $4425 / $96,080 $100,505 4 $7825 7/ $150,125 $ 7,950 6 $12525` $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter $300 $1,500 0.75" 2.5" 3 / g Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY I PAID $1,682.48 D18-0003 ' Address: 12240 47TH AVE S Apn: 0179001185 $1,682.48 DEVELOPMENT $1,266.86 PERMIT FEE R000.322.100.00.00 0.00 $1,262.36 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $350.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $50.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $50.00 TECHNOLOGY FEE ` $65.62 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14830 R000.322.900.04.00 0.00 $65.62 $1,682.48 Date Paid: Thursday, June 28, 2018 Paid By: PERMABILT INDUSTRIES Pay Method: CHECK 21274 Printed: Thursday, June 28, 2018 10:50 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 QUANTITY PAID PermitTRAK $820.53 D18-0003 Address: 12240 47TH AVE S Apn: 0179001185 $820.53 DEVELOPMENT $820.53 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R13158 R000.345.830.00.00 0.00 $820.53 $820.53 Date Paid: Thursday, January 04, 2018 Paid By: PERMABILT INDUSTRIES INC Pay Method: CHECK 20956 Printed: Thursday, January 04, 2018 10:35 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: id I( . 5 1434,44t. Type of Inspection: v3 '4 7 - Address: Date Called: Special Instructions: NJE�hone Date Wanted: 2 -2y-1c Wim. p.m. Requester: No: 755 97 1 �/ pproved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: 2-2._ 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 616, a393 Project: 41hU iip )A(//7t1--f Type of Inspection: )01/t-ti' f_ '9-6— Address: �if /2-z/0 4-7'' 4S Date Called: Special Instructions: Date Wanted: 7-,2 f a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 1"b RDA LL-N.f.V.sc Inspector: Date: sl r/ /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 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: L I LL„MS u. Type of Inspection: kJ AU, 4 Address: 1221.40 41 Moe Date Called: Special Instructions: Date Wanted: 2^ Z1 a.m„ p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 6r1,A2t1,14 r-, o(C_- °Rot** vt6 toc1611€03, Inspector: Date: (1 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 erg --0003 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: WitG14-il#+5 4 4(x6- Type of Inspection: S ut P12 -410466 - Address: .4 (Z21-% q q- A le -- Date ailed: Special Instructions: 7 Date W me : b.2-/zrt a./9 Requester: l V kN 111/4 0,7 Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 031o/0 14,1,01.w.(2.6-5" fe. To RA)/�!i AToIZ 4, .. DIZA-cs, 46)e- ; c'[z P q vim" %vi, P! S od . Inspector: etc_ pPr7�,,*2� Date: 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 Dib -0003 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P-rro1je-i yvy `' 1 j 6Akc Type of Inspection: p v.) .t.- 4( \ c1/40 Address: i��rrQ I Akt., Date Called: __ t Special Instructions: / Date Wanted: p� ji a.m. Requester: - Iran 5 '� W xll Phone No: aaa- en --90c5-7 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 10 ,tt,,:a oar ndet. k --it4;k4,D I&Otyymx Date: o— (dig 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 Project: 14) lag A 5 (4i4k Type of Inspection: e4 t J4 Address: Date Called: Special Instructions: Date Wanted: I— 110- 15 I5 p.m. Requester: _Ntw- Phone No: 4125— 7 t3 /555 law r. pproved per applicable codes. Corrections required prior to approval. OMMENTS: c 6/Li //) Inspector: Date: I ./ REINSPECTION F EQUIRED. Prior to next inspection. fee must be 1 paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di S7-0003 Project:.. // lGL MS a / jn Type of Inspection: t' ✓1(( C. Dae: Add s11 /), 410 7 772/? S Date Called Special Instructions: 1 Date Wanted: 6/1 O1 berb9 • i%artl p•• Requester: J PIA Phone Na. a5 1q3- /55 Approved per applicable codes. INCorrections required prior to approval. COMMENTS: -roc 64./22) (4141 144300i (r.riabei toAtjari vieditma. Ins a for i Dae: yvvoiv 1 19 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. NO. INSPECTION RECORD Retain a copy with permit Die aw3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Profit: S liA/,Z Type of Ins ection: 1 ING Addddress; dress: X10 47 7,4r/d S. Date CaIled: Special Instructions: Date Wanted: 1-1S -1p.m. a.m. Requester: Phone No: Approved per applicable codes.Corrections required prior to approval. COMMENTS: 12--c°,2 d i (4qaD. Inspector: Date: 1 REINSPECTION FEFiREQUIRED. 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 uv3 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: � A/AA4 Xi -01j 4� Type of Inspection: Address: 44 /2z4a 47 4AJC S Date Called: Special Instructions: Date Wanted: /2.19-, p.m. Requester: le Phone No: c:3,o ��., Approved per applicable codes. Corrections required prior to approval. COMMENTS: unit, L --. le MOb Irl & vad c:3,o ��., r N4 1r- ;123Z J4 ROI -es JN e7 -ra r---6 / /47 '-- 411) - it ��'Jp WQ�r� Inspect°, Date: 12—'1) H -) 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 copywith permit INSPE : NO. 1),g 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r/Li-i4►� , 4 e1* Type of Ipection:' / r /4 Address: iZzyo" -cot taa S. Date Called: Special Instructions: Date Wanted: ��2e•Zc/lg p.m. Requ s er: Phone No: Approved per applicable codes. z5�17r �s�� g9.0. /L,. i-r-A/k_s4 /pis A,16/1. r)1J ./ ho(z el/8 '',1//g,' --eatcit, Inspector: ( /%lcld � �i ft Ri,/ 4Zd'b//€cL �Q /Gu / r O q X REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal schedule reinspection. St— 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 ig---012D•3 Project: d/L ,,4r►l s £/lDP Type of Inspection: ,='ev77x/G— Address: /225f e/777} 4r/e, S. Date Called: Special Instructions: Date Wanted: /6/—/6 ',64 cirri.) Psi. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: -t -nitc— Inspector: 47, Date: /6-/421.8 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INIIMMIIMML MOOMMENIMOMMAMM immimmaimmum.Town & Country® POST FRAME BUILDINGS wilesmossom 17t1/1717 ® v DIVISION O‘ Quality: Our Future Depends On It.'" 16521 Highway 99, Suite C • Lynnwood, WA 98037.3161 Everett: (425) 258-4171 • Puyallup: (253) 840-9552 Administrative Headquarters: (425) 743-1555 FAX: (425) 742-4378 • 800-824-9552 Contractor's Lic. 6: TOW NCPF099LT permabilt.com • facebook.com/permabill Tax Account#L 1 q00 1 8 5 Please Check After Doing Site Plan: ❑ Septic and drainfield u Lot size • Draw Nl'orth Arrow i:. Circle 0 Property dimensions tii Sewer lines ❑ Elevation of property C1 Existing buildings L Setbacks of proposed & existing buildings ❑ Bodies of water Proposed building ❑ Main road with name ❑ Floorplan ❑ Easements 1 (7 Access to proposed building ❑ Slopes & Contours (5' increments) G Job Name: f2RR'i w(u.I4/Vts Job Site Address: 12.2ya q7n A� S Legal Description' -�uK ),LA � w co, 9 £;r 7$ 0 0 N atom.* soma. EX'sr4rQ4 �- o u se. Pd2ct=I Cogs st 5— ►4ct.E ss b L18o,o/ LA, WPC R. 14.i (r C X i: Stick? CARPoit r - TO 86 061, JE D q a sr P Pap PcSL P ia):ZGC- 1q'8 s,= 1 Lor ZE c...1cx sF &;.. /V./gazes) CmX i sr !nit Vii'141Peztlid:us Wou-se - (ogos� CRiZ-PaZr- gOOSF 5 Neo 1 *.SP, m° IAC t IMPE 2diou s pg.&P s -o 4&ME /,Ness` ' 1a,+ 1-e J )o4- �x Si i+ fere i Ret“ vc�l # v.. L : vvl : c..v cam. o -F t'� Isla.►-►�a„ 3 1 to X 60 4c1 v�C )O NOT S1L71RT} 'COMPLETE SITE PLAN! ;ustomer has verified and approved the.location,Of the building itilities are shown on this drawing in the correct location. ;USTOMER SIGNATURE orientation of the building to the North, and verifies that all LEAD tt Grid White - Customer Copy LA..4-1-e."--s --u S•p(ct.sk la f ock-s 417 U'.Q • oL) ( .•1-L d") e1tc,k-c ov- pIt,o,ALo r13 'pro `oo Sect = c;r (t I Ov1 (.y 03 Cr n n CD ••d 27* � cin Q C) CD o ti. 0 A O'cr Plain White - Office Copy © 2012 Perma-Bill® Industries FR -34 07/12 O W Q �• OCD. c Hcr ”' 0. n0. • ro' o' ,.r n n �-C c4 0 CD O'd Q Q rr CSD c a cian C CD ~ 0 1 IIIIII IIIII IIII IIII C: ; FILA C.:77 Permit o.DI C6l O O `./ Flan review approval 13 subject to errors and omissions. Approval of cors action documents onts docs not authorize the violation of any adopted coda or ordinance. Receipt of approver Field Coq, : ' conditi.,/ is acknowledged: op By: Date: City of Tukwila BUILDING DIVISION REVISIONS No chances shag he merle to the scope of work without prior ap :oval of Tukwila Building Division NOTE: Revisions will require a n.;w p'an submittal and may include additional p:an review fess Cie:: fir,^ ,._' ei Mechanical LTJ Electrical gyiumbing tati Gas Piping City of Tukwila BUILDING DIVISION Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 8 Fc IEVVED FOR COD._ IAINCE APPROVED JUN 21 2018 City of Tukwila BUILDING G,'MFON drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. The sift underlying much of this site may pond water near the ground surface. This water could accelerate degradation of exposed wood building posts. Along with drainage solutions, we recommend protecting the building posts from contact with water or saturated soils. This could be accomplished by encasing the posts in concrete or using timber pressure treated in accordance with American Wood Preservers Association (AWPA) standards. Infiltration and Dispersion 2oI(o We understand that the City of Tukwila has adopted the 2999 -King County Stormwater Design Manual (KCSWDM). The manual states that Best Management Practices (BMPs) such as full infiltration or basic dispersion must be implemented where feasible. The site is underlain by impermeable silt which does not provide for full stormwater infiltration. Appendix C of the KCSWDM discusses basic dispersion systems to be used when infiltration is not feasible. Dispersion trenches must have a vegetated flowpath of at least 25 feet between the outlet and any property line. A setback of at least 5 feet must be maintained between any edge of the trench and any structure or property line. In the case where the site must have a piped connection to the city drainage system, the KCSWDM requires the use of perforated stub -out connections. Section C.2.11 of the manual discusses design criteria for this BMP. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. USE OF THIS REPORT We have prepared this report for Mr. Terry Williams and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices Robinson Noble, Inc. iimmpasin somesorso ROBINSON NOBLE October 3, 2017 Mr. Terry Williams 12240 — 47'h Avenue South Tukwila, Washington 98178 Geotechnical Engineering Report Williams Garage Tukwila, Washington RN File No. 3232-001A Dear Mr. Williams: This letter serves as a transmittal for our report for your garage project, located at 12240 47th Avenue South in Tukwila, Washington. Development plans consist of constructing a new 1,448 square foot post -frame garage structure. The subsurface soils encountered consist of alluvial deposits with various consistency and soil gradations. ft is our opinion these soils are capable of providing support for the planned garage. We expect the garage will have a similar settlement performance level as the existing structure We appreciate the opportunity of working with you on this project. If you have any questions regarding this report, please contact us. Sincerely, Rick B. Powell, PE Principal Engineer BR P: BAG: RBP:am Five Figures Appendix A 2105 South C Street Tacoma, Washington 98402 P: 253.475.7711 1 F: 253.472.5846 www.robinson-noble.com 17625 130t Avenue NE. Suite 102 Woodinville, Washington 98072 P: 425.488.05991F: 425.488.2330 DIS- flQ�l SECTION C.2 FLOW CONTROL BMPs C.2.4 BASIC DISPERSION Basic dispersion is the application of dispersion devices that utilize any available capacity of onsite vegetated areas to mitigate the runoff quantity and quality impacts from developed surfaces (i.e., impervious and non-native pervious surfaces). The requirements for basic dispersion are less restrictive than full dispersion (Section C.2.1) in that any type of vegetation cover is allowed, the flowpath lengths through the vegetation are shorter, and there is no requirement to preserve native vegetated surface (e.g., forested surface) or minimize developed surface. As such, its mitigation of runoff impacts is significantly lower than that of full dispersion. Applicable Surfaces Subject to the minimum design requirements and specifications in this section, basic dispersion may be applied to any impervious surface such as a roof, driveway, parking area, road, or sidewalk. Basic dispersion may also be used to disperse runoff from non-native pervious surface (e.g., lawns, landscaped areas, or pastures) if runoff from these surfaces is concentrated. Infeasibility Criteria Basic dispersion is considered infeasible and not required for projects that cannot meet the minimum design requirements listed below. Where geotechnical evaluation and approval is required for basic dispersion that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard area, or slopes greater than 15%, basic dispersion is considered infeasible and not required. Though not required in these circumstances, a project proponent may still opt to use basic dispersion as long as the geotechnical evaluation and approval requirement is met. Operation and Maintenance See Section C.2.4.6 (p. C-65). C.2.4.1 MINIMUM DESIGN REQUIREMENTS FOR BASIC DISPERSION All of the following requirements must be met in order for basic dispersion to be applicable to a target impervious or pervious surface: 1. Runoff from the target impervious or pervious surface must be discharged using one of the following dispersion devices in accordance with the design specifications and maximum area of developed surface for each device as set forth in Sections C.2.4.2 through C.2.4.5: • Splash blocks (see Section C.2.4.2, p. C-61) • Rock pads (see Section C.2.4.3, p. C-62) • Gravel filled trenches (see Section C.2.4.4, p. C-62) • Sheet flow (see Section C.2.4.5, p. C-63) 2. Each device must discharge runoff such that it flows over a minimum distance of vegetated area called the "vegetated flowpath segment." The minimum distance, or length of the flowpath segment, is specified in the design specifications for each device. The "vegetated flowpath segment" itself must meet all of the following criteria: a) The flowpath segment must be over well-established lawn or pasture, landscaping with well- established groundcover, or native vegetation with natural groundcover. The groundcover must be dense enough to help disperse and infiltrate flows and to prevent erosion. b) The flowpath segment must be onsite or in an offsite tract or easement area reserved for such dispersion. 4/24/.2016 2016 Surface Water Design Manual — Appendix C C-60 C.2.4 BASIC DISPERSION c) The slope of the flowpath segment must be no steeper than 15% for any 20 -foot reach of the flowpath segment. d) The flowpath segment must be located between the dispersion device and any downstream impervious surface or drainage feature such as a pipe, ditch, stream, river, pond, lake, or wetland. All or a portion of the flowpath segment may be located within a critical area buffer. 3. For sites with septic systems, the discharge of runoff from dispersion devices must be located down slope of the primary and reserve drainfield areas. DPER permit review staff may waive this requirement if site topography clearly prohibits discharged flows from intersecting the drainfield. 4. Dispersion devices are not allowed in critical area buffers or on slopes steeper than 20%. 5. Dispersion devices are not allowed within 50 feet of a steep slope hazard area, erosion hazard area, or landslide hazard area. 6. Dispersion devices proposed on slopes steeper than 15% must be approved by a geotechnical engineer or engineering geologist unless otherwise approved by the DPER staff geologist. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. 7. Dispersion devices proposed near slopes steeper than 15% must be approved by a geotechnical engineer or engineering geologist if the facility is located within a setback from the top of slope equal to the total vertical height of the slope area that is steeper than 15% unless otherwise approved by the DPER staff geologist. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. 8. Dispersion devices that direct runoff toward a slope steeper than 15% may require evaluation and approval of the proposal by a geotechnical engineer or engineering geologist as determined by DPER. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. 9. Dispersion devices proposed within 200 feet of a steep slope hazard area, erosion hazard area, or landslide hazard area must be approved by a geotechnical engineer or engineering geologist unless otherwise approved by the DPER staff geologist. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. 10. The dispersion of runoff must not create flooding or erosion impacts as determined by the DPER. If runoff is discharged toward a landslide hazard area, erosion hazard area, or steep slope hazard area, DPER may require evaluation and approval of the proposal by a geotechnical engineer or engineering geologist. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built -out conditions. C.2.4.2 USE OF SPLASH BLOCKS FOR BASIC DISPERSION Splash blocks are the simplest way to disperse flows from a roof area. Downspout splash blocks or downspout/drain extensions with splash blocks are often the only hardware required for this type of system. Vegetated flowpaths do the work of slowing and cleaning stormwater runoff. In general, if the ground is sloped away from the foundation, and there is adequate vegetation and area for effective dispersion, splash blocks will adequately disperse storm runoff. If the ground is fairly level, or if the structure includes a basement, or if foundation drains are proposed, splash blocks with downspout extensions may be a better choice because the discharge point is moved away from the foundation. Downspout extensions may include piping to a splash block that is a considerable distance from the roof downspout, provided the runoff can travel through a well -vegetated area as described below. Uses: Roofs where runoff is collected and discharged via downspouts. 2016 Surface Water Design Manual — Appendix C 4/24/2016 C-61 SECTION C.2 FLOW CONTROL BMPs Design Specifications Figure C.2.4.A (p. C-66) shows details of a roof downspout and splash block. The following specifications apply to use of splash blocks for basic dispersion: 1. No more than 700 square feet of roof area may be drained to a single splash block. 2. A "vegetated flowpath segment" of at least 50 feet in length must be available along the flowpath that runoff would follow upon discharge from the splash block. 3. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices, the vegetated flowpath segment for the splash block must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. C.2.4.3 USE OF ROCK PADS FOR BASIC DISPERSION Pads of crushed rock, 2 feet wide (perpendicular to flow) by 3 feet long by 6 inches deep, may be used as a dispersion device to discharge concentrated runoff from small amounts of impervious surface or non- native pervious surface. Uses: Roofs, driveways, lawns, pasture, etc. from which runoff is concentrated in a downspout, gutter, pipe, yard drain, ditch, swale, etc. Design Specifications Figure C.2.4.0 (p. C-68) shows two possible ways of spreading flows from steep driveways. The following specifications apply to use of rock pads for basic dispersion: 1. No more than 700 square feet of impervious surface (or 5,000 square feet of non-native pervious surface) may be drained to a single rock pad. 2. A "vegetated flowpath segment" of at least 50 feet in length as illustrated in Figure C.2.4.0 (p. C-68) must be available along the flowpath that runoff would follow upon discharge from the rock pad. 3. The pad of crushed rock shall be 2 feet wide by 3 feet. long by 6 inches deep. 4. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices, the vegetated flowpath segment for the rock pad must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. C.2.4.4 USE OF GRAVEL FILLED TRENCHES FOR BASIC DISPERSION Where dispersion of concentrated flows through 50 feet of vegetation is not feasible, such as on a small or highly constrained site, a gravel filled trench (also called a dispersion trench) may be used to "unconcentrate" flows. Dispersion trenches provide some storage for runoff, promote infiltration, and spread concentrated flows so that a shorter vegetated flowpath length can be used at the trench outlet. This BMP is more expensive than the simple dispersion systems described above, and must be carefully constructed to be effective. Uses: Roofs, driveways, lawns, pasture, etc. from which runoff is concentrated in a downspout, yard drain, pipe, drainage tile, etc. Design Specifications Figure C.2.4.B (p. C-67) shows two types of dispersion trenches that may be used, a "simple 10 -foot trench" and a maximum "50 -foot trench with notch board." The 50 -foot trench with notch board is further detailed in Figure C.2.1.D (p. C-42). These gravel filled trenches must meet the following specifications for basic dispersion: 4/24/2016 2016 Surface Water Design Manual — Appendix C C-62 C.2.4 BASIC DISPERSION 1. No more than 700 square feet of impervious surface (or 5,000 square feet of non-native pervious surface) may be drained to a simple 10 -foot dispersion trench. Up to 3,500 square feet of impervious surface (or 25,000 square feet of non-native pervious surface) may be drained to a 50 -foot trench with notch board. Smaller lengths of trench with notch board may be used at a ratio of 10 feet of trench per 700 square feet of impervious surface (or 5,000 square feet of non-native pervious surface). 2. A "vegetated flowpath segment" of at least 25 feet in length must be available along the flowpath that runoff would follow upon discharge from a dispersion trench. This length must be increased to 50 feet if the discharge is toward a steep slope hazard area or a landslide hazard area steeper than 15%. All or a portion of the vegetated flowpath segment may be within the buffer for the steep slope hazard area or landslide hazard area. 3. The simple 10 -foot trench illustrated in Figure C.2.4.B must be at least 2 -feet wide by 18 -inches deep. The maximum 50 -foot trench with notch board detailed in Figure C.2.1.D must be at least 2 -feet wide by 24 -inches deep. 4. All trenches must be filled with 3/4 to 1'/2 -inch washed rock. 5. All trenches must be placed at least 10 feet from any building and must be parallel as possible to the contour of the ground. A setback of at least 5 feet must be maintained between any edge of a trench and the property line. 6. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices, the outer edge of the vegetated flowpath segment for the dispersion trench must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. C.2.4.5 USE OF SHEET FLOW FOR BASIC DISPERSION Sheet flow, as a dispersion device, is the grading of a developed surface (either a strip of impervious surface or a width of non-native pervious surface) as needed to avoid the concentration of runoff before and after discharge from the surface. Two types of sheet flow, one for impervious surface and one for pervious surface, are detailed in this section. Uses: Flat or moderately sloping surfaces (<15% slope) such as driveways, sport courts, patios, roofs without gutters, lawns, pastures, etc.; or any situation where concentration of flows can be avoided. Design Specifications for Impervious Surface Sheet Flow (Basic Dispersion) Figure C.2.4.D (p. C-69) illustrates a typical use of sheet flow dispersion for impervious surface in accordance with the following specifications: 1. The strip of impervious surface may be either roof (with no gutter) or pavement. The edge of the target impervious strip and the ground adjacent to or immediately below the edge must be either level or sloped such that the direction of sheet flow is perpendicular to the edge or no more than 45 degrees from perpendicular. 2. A 2 -foot -wide, 4 -to -6 inch -deep, strip of crushed rock or the extended base course of a road or driveway must be provided at or below the edge of the impervious strip to facilitate dispersal of runoff. This requirement may be waived for use of reverse slope sidewalkst 8 and other impervious strips that are 10 -feet wide or less. 3. A "vegetated flowpath segment" of at least 10 feet in length must be available along the flowpath that runoff would follow upon discharge from the strip of crushed rock. 18 Reverse slope sidewalk is one that slopes away from rather than onto the roadway it abuts as required by County road standards. If this technique is proposed within County right-of-way, a Road Variance will be required for its use. 2016 Surface Water Design Manual — Appendix C 4/24/2016 C-63 SECTION C.2 FLOW CONTROL BMPs 4. No more than a 20 -foot -wide strip of impervious surface may be sheet flowed in this manner unless the length of vegetated flowpath segment is increased 10 feet for each additional 20 feet of impervious surface width or fraction thereof. 5. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices, the outer edge of the vegetated flowpath segment for the strip of impervious surface must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. Design Specifications for Pervious Surface Sheet Flow (Basic Dispersion) The runoff from any new pervious surface is considered dispersed by sheet flow if the runoff is not concentrated by a manmade or natural conveyance system (e.g., pipe, yard drain, drain tile, ditch, swale, etc.) within 25 feet of leaving the new pervious surface area or prior to leaving the site or entering a critical area buffer on the site. 4/24/2016 2016 Surface Water Design Manual — Appendix C C-64 C.2.4 BASIC DISPERSION C.2.4.6 MAINTENANCE INSTRUCTIONS FOR BASIC DISPERSION If the basic dispersion flow control BMP is proposed for a project, the following maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 (p. C-23). The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; DPER may require additional instructions based on site- specific conditions. Also, as the County gains more experience with the maintenance and operation of these BMPs, future updates to the instructions will be posted on King County's Surface Water Design Manual website. A reproducible copy of the instructions, prepared for inclusion with the declaration of covenant, is located in Reference M. ❑ TEXT OF INSTRUCTIONS FOR BASIC DISPERSION Your property contains a stormwater management flow control BMP (best management practice) called "basic dispersion," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious surfaces or non-native pervious surfaces on your property. Basic dispersion is a strategy for utilizing any available capacity of onsite vegetated areas to retain, absorb, and filter the runoff from developed surfaces. This flow control BMP has two primary components that must be maintained: (1) the devices that disperse runoff from the developed surfaces and (2) the vegetated area over which runoff is dispersed. Dispersion Devices The dispersion devices used on your property include the following as indicated on the flow control BMP site plan: ❑ splash blocks, ❑ rock pads, ❑ gravel filled trenches, ❑ sheet flow. The size, placement, composition, and downstream flowpaths of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Dispersion devices must be inspected annually and after major storm events to identify and repair any physical defects. When native soil is exposed or erosion channels are present, the sources of the erosion or concentrated flow need to be identified and mitigated. Concentrated flow can be mitigated by leveling the edge of the pervious area and/or realigning or replenishing the rocks in the dispersion device, such as in rock pads and gravel filled trenches. Vegetated Flowpaths The vegetated area over which runoff is dispersed must be maintained in good condition free of bare spots and obstructions that would concentrate flows. 2016 Surface Water Design Manual — Appendix C 4/24/2016 C-65 SECTION C.2 FLOW CONTROL BMPs FIGURE C.24.A TYPICAL SPLASHBLOCK FOR BASIC DISPERSION ROOF DOWNSPOUT SERVES UP TO 700 S.F. OF ROOF UNDER BASIC DISPERSION 50' MIN. VEGETATED FLOWPATH UNDER BASIC DISPERSION SPLASH BLOCK DOWNSPOUT EXTENSION SPLASH BLOCK SIDE VIEW NTS 4/24/2016 C-66 2016 Surface Water Design Manual — Appendix C C.2.4 BASIC DISPERSION TYPICAL GRAVEL -FILLED DISPERS: TRINCI1 FOR BASIC D M= 20%o SLOPE 18" MIN. ! I• -de 24" MIN. H TRENCH SECTION -... NTS SLOPE LEVEL OUTLET —.' MAX 15% SLOPE - RIGID PEFORATED PIPE, 4" MIN. DIA. 3/4" TO 1-1/2" WASHED DRAIN ROCK - SMALL CATCH BASIN OR YARD DRAIN 25 -FOOT (MIN.) VEGETATED FLOWPATH SEGMENT SIMPLE 10- FOOT TRENCH TYPE 1 CB FLOWPATH SEGMENTS MUST NOT OVERLAP 25 -FOOT (MIN.) VEGETATED FLOWPATH SEGMENT MAXIMUM 50 -FOOT TRENCH WITH NOTCHED BOARD (SEE FIGURE C.2.1.D) PLANVIEWOFROOF _._ NTS 2016 Surface Water Design Manual – Appendix C C-67 4/24/2016 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: January 11, 2018 PROJECT: Williams Garage/Shop at 12240 47th Ave. South TL no. 017900-1185 1St Review Comments PERMIT NO: D18-0003 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Revise site plan sheet to include (1) F.F. elevation of proposed garage (2) contours and site spot elevations for your property/parcel (3) undergrounding of power from existing power pole to your proposed garage (and any other utility proposed) (4) proposed on-site drainage infiltration drywell, infiltration trench(es), and/or dispersion (5) drainage flow paths/arrows and downspout connection(s) to proposed storm system. 2. Show downspout system for new proposed garage. 3. Site plan does not show any storm drainage solutions for controlling roof runoff. Based on the square footage you can install a dry well, infiltration trench, or use splash blocks; as long as you don't adversely impact the adjacent properties. - TSE mai Engineering Re: BB806138 WILLIAMS/25002 Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Burlington). Pages or sheets covered by this seal: I12316624 thru I12316626 My license renewal date for the state of Washington is August 20, 2018. RECEIVED JUN 19 2018 TUKWILA PUBLIC WORKS June 11,2018 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 4 2018 PERMIT CENTER Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. CORRECTION LTR#, 1 1)1(6-t)l0� Job Truss Truss Type Qty Ply WIWAMS/25002 112316624 88806138 A01 QUEENPOST 4 1 Job Reference (optional) The Truss Co., Burlington, WA, 98233 5-8-3 5-8-3 9-0-0 3-3-13 8.210 s Feb 19 2018 MTek Industries, Inc. Fri Jun 8 17:30:34 2018 Page 1 ID: iNtt5wbghjyPSTyDWcrLTyVuEE-PEH?bDKbvrgnEJ5Fj97-pCaw16376cMbfPCbYgz8H?p 12-3-13I 18-0-0 3-3-13 5-8-3 5x6 = Scale = 1:28.9 3x8 = 9-0-0 18-0-0 6x8 = 9-0-0 9-0-0 Plate Offsets (X,Y)— 11:0-5-0,Edoel, 15:0-5-0,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 5.0 BCLL 0.0 BCDL 1.0 SPACING- 5-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IBC2015/TP12014 CSI. TC 0.27 BC 0.96 WB 0.30 Matrix -S DEFL. in (loc) Udefl Vert(LL) -0.08 5-6 >999 Vert(CT) -0.09 5-6 >999 Horz(CT) 0.03 5 n/a Lid 240 180 n/a PLATES GRIP MT20 220/195 Weight: 95 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD WEBS 2x6 DF SS 2x6 DF SS 2x4 DF Stud REACTIONS. (lb/size) 1=1359/0-5-8 (min. 0-1-8), 5=1359/0-5-8 (min. 0-1-8) Max Horz 1=113(LC 10) Max Uplift 1=-551(LC 10), 5=-551(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-2604/985, 2-7=-1862/731, 3-7=-1839/750, 3.8=1839/749, 4-8=1862/731, 4-5=-2604/987 BOT CHORD 1-6>905/2251, 5-6=-794/2251 WEBS 2-6=-864/487, 3-6=-395/896, 4-6=-864/488 2-0-0 oc purlins (4-11-14 max.); 9-0-0 oc bracing: 1-5 NOTE: IF ACTUAL SPACING OF THE TRUSS IS 2 -TRUSSES 10'-0" O.C. (ONE EACH SIDE OF POST) THE SPACING OF THE BOTTOM CHORD LATERAL BRACING MAY BE INCREASED TO 12'-0" O.C. PROVIDED CONTINUOUS 2X_ BLOCKING IS USED ALONG THE FULL LENGTH OF THE BOTTOM CHORD (SEE SECTION A -A). CONNECT BLOCKING WITH 10D NAILS AT 6" oc ALONG EACH B.C. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=3.0psf; BCDL=0.6psf; h=25ft; Cat. II; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow Toads have been considered for this design. 4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 5) Dead loads shown indude weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead Toad. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 1 and 551 Ib uplift at joint 5. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard SECTION A -A TYP. 100 NAIL June 11,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not muss designer. Bracing shown N for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, W 53719. theTRUSSco. ustc. Job Truss Truss Type Qty Ply W WAMSt25002 112316625 88806136 601 MOD. QUEEN 1 1 Job Reference (optional) The Truss Co., Burlington, WA, 98233 6-0-12 11-11-5 6-0-12 5-10-9 8210 s Feb 19 2018 MTek Industries, Inc. Fri Jun 8 17:30:35 2018 Pape 1 ID:iNtt5wZxghjyPSTyDNkrLTyVuEE-tQrNoZKDg9oesSgRHtWEMQ71 CWQPrvvlu3x84Gz8H?o 16.0-0I 20-0-11 I 25-11-4 32-0-0 4-0-11 4-0-11 5-10-9 6-0-12 sx6 = Scale = 1:51.5 8-1-6 160.0 23-10-10 8-1-6 7-10-10 7-10-10 32-0-0 8-1-6 Plate Offsets (X,Y)- 11:0-5-0 0-0-121,17:0-5-0,0-0-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 5.0 BCLL 0.0 * BCDL 1.0 SPACING- 6-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.55 BC 0.89 WB 0.92 Matrix -S DEFL. in (loc) Udell Vert(LL) -0.27 8-10 >999 Vert(CT) -0.34 8-10 >999 Horz(CT) 0.12 7 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 191 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD WEBS 2x6 DF SS 2x6 DF SS 2x4 DF Stud 'Except' W3,W5: 2x4 DF No.1&Btr REACTIONS. (lb/size) 1=2933/0-5-8 (min. 0-3-2), 7=2933/0-5-8 (min. 0-3-2) Max Horz 1=240(LC 14) Max Uplift 1=-1189(LC 10), 7=-1189(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6284/2475, 2-12=5597/2294, 3-12=-5255/2314, 3-4=3943/1661, 4-5=3943/1661, 5-13=5255/2316, 6-13=-5597/2295, 6-7=-6284/2477 BOT CHORD 1-11=-2370/5630, 10-11=-1623/4384, 9-10=1401/4384, 8-9=-1401/4384, 7-8=2132/5630 WEBS 2-11=-988/626, 3-11=540/963, 3-10=-1719/836, 4-10=1014/2286, 5-10=-1719/837, 5-8=-541/963, 6-8=-988/627 2-0-0 oc purlins (3-0-5 max.). 5-7-0 oc bracing: 1-7 NOTE: IF ACTUAL SPACING OF THE TRUSS IS 2 -TRUSSES 12'-0" O.C. (ONE EACH SIDE OF POST) THE SPACING OF THE BOTTOM CHORD LATERAL BRACING MAY BE INCREASED TO 12'-0" O.C. PROVIDED CONTINUOUS 2X_ BLOCKING IS USED ALONG THE FULL LENGTH OF THE BOTTOM CHORD (SEE SECTION A -A). CONNECT BLOCKING WITH 10D NAILS AT 6" oc ALONG EACH B.C. NOTES - 1) Wind: ASCE 7-10; Vulf=110mph (3 -second gust) Vasd=87mph; TCDL=3.0psf; BCDL=0.6psf; h=25ft; Cat. 11; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1189 Ib uplift at joint 1 and 1189 Ib uplift at joint 7. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard CONT. 2X_ BLOCKING 2X B.C. SECTION A -A TVP. 10d NAIL June 11,2018 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MV -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appkcability of design paramenters and proper incorporation of component Ls responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction a the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DS848 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply WILUAMSr25002 112316626 88806138 B02 MOD. QUEEN 4 1 Job Reference (optional) The Truss Co., Burlington, WA, 98233 6-0-12 11-11-5 6-0-12 5-10-9 1 16-0-0 4-0-11 6x6 11 8.210 s Feb 19 2018 MiTek Industries, Inc. Fri Jun 8 17:30:36 2018 Page 1 ID:Ntt5wZxghjyPSTyDWcrLTyVuEE-LdPIOvLrQTwVUcFera1 TudgFcwkHaLQu6jhiciz8H7n 20-0-11 125-11-41 32-0-0 1 4-0-11 5-10-9 8-0-12 Scale = 1:51.6 8-1-6 16-0-0 8-1-6 7-10-10 1 17-9-4 1840 1-94 0-2-12 23-10-10 5-10.10 32-0-0 8-1-6 Plate Offsets (X,Y)- 11:0-5-0,Edstei,14:0-2-12,0-1-121,17:0-1-9,0-1-81,110:0-4-0,0-4-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 5.0 BCLL 0.0 • BCDL 1.0 SPACING- 6-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IBC2015/TP12014 CSI. TC 0.38 BC 0.97 WB 0.97 Matrix -S DEFL. in (loc) 1/deft Vert(LL) -0.07 11-12 >999 Vert(CT) -0.09 11-12 >999 Horz(CT) 0.02 10 n/a Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight: 199 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD WEBS 2x6 DF SS 2x6 DF SS 2x4 DF Stud *Except* W3: 2x4 DF No.1&Btr, W5: 2x4 DF 2400F 2.0E BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=1179/0-5-8 (min. 0-1-8), 7=720/0-5-8 (min. 0-1-8), 10=3968!0-5-8 (min. 0-4-4) Max Horz 1=240(LC 10) Max Uplift 1=-533(LC 10), 7=-375(LC 11), 10=1484(LC 10) Max Gray 1=1387(LC 16), 7=914(LC 17), 10=3968(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2538/869, 2-13=-1782/675, 3-13=-1388/695, 3-4=-77/845, 4-5=-327/1547, 5-14=-191/619, 6-14=586/462, 6-7=1309/472 BOT CHORD 1-12=-901/2165, 11-12=153/773, 10-11=679/676, 9-10=-770/517, 8-9=770/517, 7-8=-299/1079 WEBS 2-12=-1096/667, 3-12=-604/1133, 3-11=-1806/877, 4-11=-566/1224, 5-10=-1719/835, 5-8=-580/1053, 6-8=1120/676, 4-10=-2478/967 2-0-0 oc purlins (5-0-10 max.). 6-0-0 oc bracing: 1-7 NOTE: IF ACTUAL SPACING OF THE TRUSS 1S 2 -TRUSSES 12'-0" O.C. (ONE EACH SIDE OF POST) THE SPACING OF THE BOTTOM CHORD LATERAL BRACING MAY BE INCREASED TO 12'-0" O.C. PROVIDED CONTINUOUS 2X_ BLOCKING IS USED ALONG THE FULL LENGTH OF THE BOTTOM CHORD (SEE SECTION A -A). CONNECT BLOCKING WITH 10D NAILS AT 6" oc ALONG EACH B.C. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=3.0psf; BCDL=0.6psf; h=25ft; Cat. Il; Exp B; partially; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 001=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 5) Dead loads shown indude weight of truss. Top Chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 Ib uplift at joint 1, 375 Ib uplift at joint 7 and 1484 Ib uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard SECTION A -A June 11,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB49 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI1. 2. Truss braang must be designed by an engineer. For wide truss spadng, individual lateral braces themselves may require bracing, or altemative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and P all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of buss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not suficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. r��= Dimensions are in ft-in-sixteenths. 1(Drawings 1 2 TOP CHORDS not to scale) 3 I% Apand fplyullpylatesembed to bothteeth. sides of truss 0-/i6" 1111W"""7011t . _�!ill For 4 x 2 orientation, locateIII plates 0- 1/1 e" from outside edge of truss. This symbol indicates the TOP CHORD pitAr os:It4 la. lillilll 1_ BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A ©2006 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING lk(supports) location x OOP' I Meilli connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings occur. Icons vary but reaction section indicates joint Add rr ✓..+ he�R .TSSc o. INC. number where bearings occur. .. 10,7.--4 Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. TSE A ENGINEERING 12810 NE 178TH ST. STE. 218 Woodinville, WA 98072• (425) 481-6601 v 5.9.07 b P RECEIV[D- PERMABILT JU FILE Job Name: Williams Site Address: 12240 47th Ave S Tukwila, WA Jurisdiction: City of Tukwila Job ID: Williams Design Specifications: Building Type: Design Wind Speed (3 sec gust): Wind Exposure: Roof Snow Loading: Risk Category: R: % of Snow Incl. w/ Seismic: Soil Site Class: Allowable Soil Bearing: Analysis Procedure: Spectral Response Acceleration, Ss: Load Combinations: 2015 IBC Post -Frame 110 B 25 psf II 1.5 0 D 1000 psf Wind: ASCE 7-10 Seismic: ASCE 7-10 150 %g ASD Basic mph @ SD Level Building Design Parameters Roof DL: 3 Wall DL: 4 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2018 City of Tukwila BUILDING DIVISION v TION psf psf Envelope Procedure Equiv. Lateral Force Procedure RECEIVED CITY OF TUKWILA JUN 1 4 2018 PERMIT CENTER (DENIM) oto wn & Country POST E BUILD • Qua8ry: our Future Depends On k.'• 15521 Highway 99, Suite C • Lynnwood, WA 92037-3111 Everett (425)258-4171 • Puye9up: (253)840-9552 MnInisbSMe Heeegbdent (425)743-1555 74)e (425)742-4378 • 800404-9552 Con ector% Lie.t.TOWI4CPF092LT pumabilLcom • lacebook.com/penwbJl Building Design PLEASE CHECK 153 Roll -up doors tit in Bays Fig Roll -up doors will not hi) Truss 3: Iz i Viz- Roof Pitch " 4 Snow Load 18" oer U 61 vr1 itortgetwofro, Dark e/JAS is 014 1Z 19 /d (y I• 4Vi"`fto1A35 (4' 2)q" a- _X11 /D (o it eS'4PSfu / p6 _._ �ss — t$j �-641c,I)8ss7 , t 2° _ 5)A CO Y 49)41 t JI ap Sul:* (.3 cin )<.) /3v Draw North Arrow in Circle f35 Wind MPH Wind Exposure Lr Eave Height Minimum Clearance (please circle) 1) tJ(/.s-e/Oi 1/YA AI a'$" 1504 SLA -6 TO SSM O C 1,1171"tr) G us,s5 Two 4 AC 4' )4/,',F" L/&." E,J tPo CZ.) 18 ''o JQ4 P-+341 fVr 1-1/65 1' I 2o 110111111111111101 11 &or— (e2 &`Wer`(6:9.ry G-6-17" BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies items specified in Paragraph B of the contractntarc shown on this drawing and vic Customer Name: /� t31 c-Lj 9464.1 t Lead R:410480 Customer Signature -{C White -Customer Coot/ Cana, -Office Cony 02012 Parma -MO [Muskies Fn -95(07/12 c0 0 0 (0) 0 0 LU •d. (,i Lei PROJECT : Williams PAGE : 5 7 ,M1161" E "'"""'°" CLIENT : PermaBilt DESIGN BY : E1-ic7Ii7masrlrag JOB NO.: 25002 DATE: 12/06/17 REVIEW BY: Wind Analysis for Low-rise Building, BasedonASCE 7-10 INPUT DATA Exposure category (8, C or D, ASCE 7-10 26.7.3) B Importance factor (ASCE 7-10 Table 1.5-2) iw = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor (ASCE 7-1026.8 & Table 26.8-1) Kn = 1 Fiat Building height to eave he = 10 ft Building hr = 16.8 ft Building height to ---r v `- .• \ /-,-,,,,\ �"' ___-- i ridge 1-� Building length L = 34 ft L B \t ------ Building width B = 32 ft Effective area of components (or Solar Panel area) A = 50 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 9.14 kips, SD level (LRFD level), Typ. Max horizontal force normal to building length, B, face = 6.86 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure qh = 0.00256 lc, Ko Ka Vz = 18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.70 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 13.40 ft < 80 ft, [Satisfactory] (ASCE 7-10 28.2.1) < Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS p = ch, [(G Cpf )-(G Co )I where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pole = 16 psf (ASCE 7-10 28.4.4) G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cpl = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3) = 3.20 ft Net Pressures (psf), Basic Load Cases Roof angle 8 = 23.03 Roof angle 8 = 0.00 Surface Net Pressure with Net Pressure with G Cpf (+GCI) (-GCp1) GCpf (+GCpi) (-Geo) 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E 0.54 -0.42 -0.46 -0.41 0.77 -0.66 -0.64 -0.59 6.62 -11.02 -11.89 -10.91 10.81 -15.57 -15.14 -14.22 13.25 -4.38 -5.25 -4.27 17.45 -8.93 -8.51 -7.59 -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 -11.61 -16.03 -10.14 -11.61 4.05 -8.66 -12.16 -23.04 -13.09 -12.18 7.93 -11.24 -4.98 -9.40 -3.50 -4.98 10.69 -2.03 -5.53 -16.40 -6.45 -5.53 14.56 -4.61 'E 2 22E 3 2E 3E a. 6`` ,, ", 7.4�,-5.!' REFERENCE CORNER-" ' Load Case A (Transverse) 1_IE "'i i...�-' IE.' REFERENCE CORNER v WINO DIRECTION `0 Load Case 8 Basic Load Cases % -''.5E « WIND DIRECTION (Longitudinal) WIND SEISMIC TSE Engineering Page: 4 - LATERAL ANALYSIS The analysis on the previous page determines the wind force on the total exposed wind surface of the building. For post -frame construction with embedded posts, the amount of wind force imposed on the main force resisting system equals the roof projected area plus 3/8 of the wall projected area. Vt & VI are adjusted by 0.6 for allowable stress values. Calculations that follow adjust the total wind force to the design force on a post -frame building: INPUT: PT = PL _ hr = he = Job ID: Williams 9140 lbs. (non adjusted) 1 6860 lbs. (non adjusted) 16.8 ft. 10 ft. ADJUSTED WIND FORCES: Transverse; VT = [(hr - 0.625 he) / hr](PT)(0.6) = 3444 lbs. Controls Longitudinal; V� = ([0.375 he + 0.5(hr-he)] / [he + 0.5(hr - he)]}(PL)(0.6) = 2196 lbs. The seismic force imposed on the main force resisting system of a post -frame building is based on the seismic weight of the roof plus 3/8 of those walls that are perpendicular to the direction of the seismic force. INPUT: Building Width = 32 ft. Building Length = 34 ft. SEISMIC WEIGHTS: SEISMIC BASE SHEAR: P= I= 1.3 1 W roof = 3264 lbs. W end walls = 1395 lbs. W side walls = 1020 lbs. SDs = 2/3 Ss = 1.000 Cs= SDS/(R/I) = 0.667 V= CsW Transverse = 2856 lbs. Longitudinal = 3106 lbs. SEISMIC DESIGN FORCES: VT = Cs Wt p 0.7 = 2599 lbs. V� = Cs Wi p 0.7 = 2827 lbs. Controls Town 67. Country; ,r PO:TFMM08 WINGS ��IpL 04944.4 Quality: Our Fuwrc Depend. On /r.'" 18521 Wghway 99.8uae C • Lynnwood. 7A 980374161 Everett (425)256.4171 • Puyallup: (253)84114552 Administrator HeadgMaa: (425)749-1555 FAX: (4252 7424378 •809-824-9552 Contractor's Lie. 7: TOWNCPF099LT pamnbill.e0m • Iseebookco&permabi9 Building Design s FLOOR PLAN 1147'` 18" ocr U BLE yr la js c ( 1Z 514 32. nit' Pt'1 € 18' yf" I 1 S -(-o? �F�lp�' 8.0,1 ice- I E turidkg Z)f $i PLEASE CHECK 638011 -up doors tit in Bays Ei Roll -up doors will not hit Truss 5. (- f Root Pitch o Snow Load ttleige-gitred* Da114 eAM5 .f (DENIM Draw North Arrow in Circle (95- Wind MPH Wind Exposure _Er)! Eave Height 4 ' Minimum Clearance (ploa90 circle) 4lA 01' \i op V'/ (2) i -o0 6 46/1-7a . oVg"14150,16 sLa-e( G BA7J�r//cI� i� Pi -ro Sortom ot) I' 4.'0°0.4" $Ubp-161 U SS7;o19 4 ( 1) crnr/n o i &Alf 4' X Gig„ moo, 1)414.••!-)/ -n< LA s) $ to xq„ e 18o06/40As 0 -co( 1-,,/ • 6451c, US,f" A .------- /4' 7 /c F 1' A'. 1111111511111611 IIBI Customer Name: 54 • 1 BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies, hems specified in Paragraph B of the contract arc shown on this drawing and vic Lead N: 90480 Customer Signature Canary - Office Copy ntea 2012 Parma-BIMIndus 'es FR -85, 07/12 (6�—G-d7. LL White- Customer Copy SHEARWALL DESIGN TSE Engineering SIDEWALL B V� Mr RIDGE tVT 21 PLAN VIEW WITH GRIDS SHEARWALL SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (pif) ENDWALL Page: Job ID: Williams ENDWALL GRID 1 20 1722 86 < 116pIf allowable for metal clad waft (see page '7) ENDWALL GRID 2 8 1722 215 EXCEEDS 116 plf ALLOWABLE ADD STRAPPING - SEE BELOW SIDEWALL GRID A 34 1413 42 ,4 116 SIDEWALL GRID B 16 1413 88 •G 1/6 ROOF SHEAR UNIT LENGTH FORCE SHEAR (ft.) (lbs.) (plf) ROOF GRID 1 & GRID 2 34.8 1722 50 /14 ROOF GRID A & GRID B 34 1413 42 .4.1 a &Rtp2: (2.1C-114 )0) = 79z# ..tv54irs to JA -40 192(7505°I; d. 7 _. (4566) Ski° Metal -Clad Wood -Frame Table 7-1. cont., MCWF Diaphragm Test Assembly Data 10 11 Test Assembly Number Test Configuration Cladding 9 NFBA Post -Frame Building Desi Manual 12 Simple Beam Type Regular Leg Extended Leg Regular Leg 1 Extended Leg Base Metal Thickness Gauge 29 Major Rib Spacig, inches 9 Major Rib Height, inches 0.62 Major Rib Base Width, inches 1.75 Major Rib Top Width, inches 0.75 Yield Strength, ksi 80 Overall Desi Width, feet 36 Length, b , feet 12 Purlin Spacing, feet 2 Rafter Spacing Pair of rafters every 12 feet (each pair spaced 6 in. apart) Purlin Location Top running and lapped Inset Purlin length, ft 13.2 and 12.0 1125 Purlin Attachment To special blocking nailed between each pair of rafters To joist hanger attached to rafters Purlin Orientation On edge Number of Internal Seams 11 Wood Properties Purlin Size 2- by 6 -inch Purlin Species and Grade No.2 DFL and 1650f DFL Rafter Species and Grade No. 2 DFL • .71.1u. a•11101F..G. Screw Length, inches 1.5 Type None Screw* None Screw* Length, inches Avg. On -Center Spacing in Field, in. 1.5 Avg. On -Center Spacing on End, in. 1.5 Diameter Effective Shear Modulus, G, lbli m #10 7500 #10 On Center Spacing, inches Reference 24 24 Sheet-to-Purlin Fasteners Type Screw Length, inches 1.5 Diameter #10 Location in Field In Flat Location on End In Flat Avg. On -Center Spacing in Field, in. 9 Avg. On -Center Spacing on End, in. 9 Enfineerins Properties -Ultimate Strength, P",1bf. 6950 7850 6400 6950 Allowable Shear Strength, v,,, Ibf/ft 116 131 107 116 Effective In -Plane Stiffness, c ,lbtim 4700 7500 3700 4400 Effective Shear Modulus, G, lbli m 4700 7500 3700 4400 Reference NFBA, 1996 * Because of the extended leg, screws install in the flat at overlapping seams function as stitch fasteners. Vailow = 116 pif with #10 screws spaced 9"oc 7-8 Natal Frame Building Assodntion Post -Frame Building Design Manual (January 201 S) © 2015. 411 rights reserved, TSE Engineering EMBEDDED POST DESIGN (POST -FRAME CONSTRUCTION) Sidewall reeir e 341 gust ivl t 4)(6H -P4-1 page: g Eave Height Post b Post d HF Post Fb Fc E(10)^6 10 NOMINAL: 4 6 #2 850 1300 1.3 ft. ACTUAL 3.5 5.5 CD 1.6 1.6 1.0 in. in. CF 1.3 1.1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 32 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)' 6 1414 1830 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf pif pif Cs 1 IBC 2015 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S + 0.75W Loading: D + W P 4568 lbs. P 630 Ibs. fc 237.3 psi fc 32.7 psi le 96 in. le 96 in. Ie/d 17.5 Ie/d 17.5 KCE 0.3 KCE 0.3 FcE 1216 psi FcE 1216 psi c 0.8 c 0.8 k.1 1.04 k.1 1.04 k.2 0.83 k.2 0.83 Cp 0.54 Cp 0.54 Fc' 986 psi Fc' 986 psi M (in -span) 7594 in.-Ibs. M (in -span) 10125 in.-Ibs. M (base) 13500 in. -lbs. M (base) 18000 in.-Ibs. S.Mod. 17.65 in^3 S.Mod. 17.65 103 fb (in -span) 430 psi fb (in -span) 574 psi fb (base) 765 psi fb (base) 1020 psi Post CSI (in -span) = 0.36 Post CSI (in -span) = 0.41 Post CSI (base) = 0.73 Post CSI (base) = 0.74 v 6.9.07 TSE Engineering page: t, EMBEDDED POST DESIGN (POST-FRAMEACONSTRUCTION) Endwall r�e 0..Iv�'i 13U(l-t!!v6 /�ft/F Z-- Eave Height Post b Post d HF Post Fb Fc E(10)^6 15 NOMINAL: 6 8 #2 575 575 1.1 ft. ACTUAL: 5.625 7.625 CD 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 10 12 1.5 3 25 ft. ft. ft. psf psf Fb` Fc* E'(10)^6 736 736 1.045 ASO Wind Pressure 0.75W W Is Iw psi psi psi 10 75 100 1 1 psf pif plf Cs 1 IBC 2015 ASD BASIC LOAD COMBINATIONS: Loading: D + 4.755 + 0.75W Loading: D + W P 1631 lbs. P 225 Ibs. fc 38.0 psi fc 5.2 psi le 144 in. le 144 in. le/d 18.9 Ie/d 18.9 KCE 0.3 KCE 0.3 FCE 879 psi FCE 879 psi c 0.8 c 0.8 k.1 1.37 k.1 1.37 k.2 1.49 k.2 1.49 Cp 0.75 Cp 0.75 Fc' 551 psi Fc' 551 psi M (in -span) 14238 in. -lbs. M (in -span) 18984 in. -lbs. M (base) 25313 in. -lbs. M (base) 33750 in. -lbs. S.Mod. 54.51 in^3 S.Mod. 54.51 in^3 fb (in -span) 261 psi fb (in -span) 348 psi ft) (base) 464 psi fb (base) 619 psi Post CSI (in -span) = 0.36 Post CSI (in -span) = 0.47 Post CSI (base) = 0.66 Post CSI (base) = 0.85 v 6.9.07 TSE Engineering w 5880 Ibs Diaphragm Restraint Page: /0 Foundation Design per 2015 IBC Section 1806.3 & 1807.3 (Sideway Post) C ,2!)(34,/ FLI r Bay Width (ft)= 12 Wind Load (psf)= 10.0 w(plf)= 120 Lateral Load Design: Post Diameter: 0.54 ft. Foundation Depth: 5 ft. Constrained? YES Nonconstrained? Soil Passive Allowable: 50 psf Gravity Load Design: P= 5880 Ibs Foundation Diameter. 2.5 ft. Foundation Area: 4.9 sf Bearing Allowable(Fbg): 1000 psf Actual Bearing(fbrg)=P/A= 749 psf v 10.10.04-523.05 0.0 cu yd Iw= 1 Depth Required 4.9 ft. DL(psf) = 3 Snow Load(psf) = 25 Span + overhang(ft)= 35 Bay width(ft)= 12 Is= 1 Cs= 1 510" .P6er citi1JL TSE Engineering w Lateral Load Design: Post Diameter. Foundation Depth: Constrained? Nonconstrained? Soil Passive Allowable: Gravity Load Design: P= Foundation Diameter: Foundation Area: Bearing Allowable(Fwg): Actual Bearing(fbr9)=P/A= v 10.10.04-523.05 2100 lbs Diaphragm Restraint H(ft)=15 Ave Post Spacing (ft)= 10 Wind Load (psf)= 10.0 w(plf)= 100 0.79 ft. 5.25 ft. YES 50 psf 2100 lbs 1.5 ft. 1.8 sf 1000 psf 743 psf Page: 11 Foundaton Design per 2015 IBC Section 1806.3 & 1807.3 (Endwall or Comer Post) 32'x 3i' B1& Iw= 1 0.1 cu yd Depth Required 5.4 ft. Endwall Comer Post = 4' depth DL(psf) = 3 Snow Load(psf) = 25 Bay Width + 2x overhang(ft)= 15 Ave Post Spacing(ft)= 10 Is= 1 Cs= 1 OE le ue ��� 3' %f7 gorltib (41.1,11P6K-r corgN - P T� TSE Engineering GZ Ly4 -7 ss /0 1 i4'?12')4P5r T a 1$ w _ _ - .'rb' f:t('. Tv,* SEISMIC ANALYSIS The seismic force imposed on the main force resisting system of a post -frame building is based on the seismic weight of the roof. Page: ( 9. Job ID: Williams /3 RA FA PosT l���Iia�ls INPUT: Building Width = 18 ft. p = 1 R= 1.5 Building Length = 20 ft. 1= 1 SEISMIC WEIGHTS: W roof = 1080 lbs. W end walls = 972 lbs. W side walls = 840 lbs. SDS = 2/3 Ss = 1.000 Cs= SDS / (R /1) = 0.667 SEISMIC BASE SHEAR: V = Cs W Transverse = 1280 lbs. Longitudinal = 1368 lbs. SEISMIC DESIGN FORCES: VT = Cs Wt p 0.7 = 896 lbs. 0.75 x Vi= 672 lbs. VL = Cs WI p 0.7 = 958 lbs. 0.75 x VL= 718 lbs. TSE Engineering Page: (.3 POST -FRAME BUILDING WITH LATERAL LOAD TAKEN BY EMBEDDED POSTS Width = 18 ft. Eave Height = 10 ft. Length = 20 ft. Roof Rise = 5.125 in 12 Wind Pressure = 10 psf TRANSVERSE DIRECTION 0.75 Seismic Force = 0.75 Wind Force = 672 Ibs. 1327 Ibs. t)65 Noir e-( N - 4eg I Add Area? Post Properties: DL+.75SL # Qty. ?Lau. in. Length (ft.) HF Post Axial (Ibs.) P t ckt—eorC C1 2 5.625 7.625 10 #2 2284 p�t��ATvi j` C2 4 5.625 7.625 10 #2 11424eg 12. # I x x (in"4) k (Ibs./in.1 Relative Stiffness C1 208 125.67 1 C2 208 125.67 1.000 Force per Post: Z1 = Z2 = 221 Ibs. 221 Ibs. Post CSI's C1 : C2: 0.752 0.704 100 E Rel.Stiffness. 6.000 LONGITUDINAL DIRECTION 0.75 Seismic Force = 672 Ibs. Add9 Area? 0.75 Wind Force = 934 Ibs. 90 Post Properties: # Qty. 120. v (in.) Length (ft.) C1 2 7.625 5.625 10 C2 4 7.625 5.625 10 # I v -v (in^4) C1 113 C2 113 k (Ibs./in.) Relative Stiffness 68.39 1 68.39 1.000 Force per Post: Post CSI's Z1 L = 156 lbs. C1 : 0.796 Z2L = 156 Ibs. C2 : 0.705 v 9.4.04a-5.23.05 E Rel.Stiffness. 6.000 TSE Engineering Page: 14' POST -FRAME BUILDING WITH LATERAL LOAD TAKEN BY EMBEDDED POSTS Width = 18 ft. Eave Height = 10 ft. Length = 20 ft. Roof Rise = 5.125 in 12 Wind Pressure = 10 psf TRANSVERSE DIRECTION ir Seismic Force = 896 Ibs. 7 Add' Area? Wind Force = 1769 Ibs. ( ©� PL* LAT 100 Post Properties: 1•- Dead Load # Qty. &all y (in.) Length (ft.) HF Post Axial (Ibs.) C1 2 5.625 7.625 10 #2 315 C2 4 5.625 7.625 10 #2 158 # I x -x (in"4) k (lbs./in.) Relative Stiffness C1 208 125.67 1 C2 208 125.67 1.000 Force per Post: Z1 = Z2 = 295 lbs. 295 Ibs. Post CSI's C1 : C2 : 0.899 0.892 E Rei.Stiffness. 6.000 LONGITUDINAL DIRECTION Seismic Force = 958 Ibs. Add9 Area? Wind Force = 1246 Ibs. 90 Post Properties: # Qty. x in. y (in.) Length (ft.) Cl 2 7.625 5.625 10 C2 4 7.625 5.625 10 # 1 v -v (in"4) C1 113 C2 113 k (Ibs./in.) Relative Stiffness 68.39 1 68.39 1.000 Force per Post: Post CSI's Z1L = 208 Ibs. C1 : 0.868 Z2L = 208 Ibs. C2 : 0.855 v 9.4.04a-5.28.05 Rel.Stiffness. 6.000 TSE Engineering Page:' cx CANTILEVERED POST DESIGN C1 TRANSVERSE DIRECTION LONGITUDINAL DIRECTION P1 315 lbs. P1 315 lbs. Z1 295 lbs. Z1 L 208 lbs. L 10 ft. L 10 ft. b 5.625 in. b 5.625 in. d 7.625 in. d 7.625 in. Wind 1 to b Wind 1 to d HF Grade #2 HF Grade #2 Fc 575 psi Fc 575 psi Fb 575 psi Fb 575 psi E 1.1 x 10^6 psi E 1.1 x 10^6 psi CD 1.6 CD 1.6 Ci for Fc 0.8 Ci for FC 0.8 Ci for FB 0.8 Ci for FB 0.8 Ci for E 0.95 Ci for E 0.95 CF for FB 1.00 CF for FB 1.00 CF for E 1.00 CF for E 1.00 Ke 1.2 Ke 1.2 fc 7.3 psi fc 7.3 psi le (axial) 144 in. le (axial) 144 in. S.R. 18.9 S.R. 25.6 c 0.8 c 0.8 KCE 0.3 KCE 0.3 FCE 879 psi FCE 478 psi Fc* 736 psi Fc* 736 psi Cp 0.749 Cp 0.530 Fc' 551 psi Fc' 390 psi A 0.78 in. A 1.01 in. Moment 35621 in.lbs. Moment 25238 in.lbs. S 54.5 inA3 S 40.2 inA3 fb 654 psi fb 628 psi Iu/d 15.7 Iu/d 21.3 le (bending) 196 in. le (bending) 190 in. RB 6.87 RB 4.28 KbE 0.439 KbE 0.439 FbE 9729 psi FbE 24999 psi Fb* 736 psi Fb* 736 psi CL 0.996 CL 0.998 Fb' 733 psi Fb' 735 psi S.I.(axial) 0.013 S.I.(axial) 0.019 S.I.(bend.) 0.899 S.I.(bend.) 0.867 C.S.I. 0.899 C.S.I. 0.868 TSE Engineering Page: (h CANTILEVERED POST DESIGN C2 TRANSVERSE DIRECTION LONGITUDINAL DIRECTION P1 158 Ibs. P1 158 lbs. Z1 295 Ibs. Z1L 208 tbs. L 10 ft. L 10 ft. b 5.625 in. b 5.625 41. d 7.625 in. d 7.625 in. Wind 1 to b Wind to d HF Grade #2 HF Grade #2 Fc 575 psi Fc 575 psi Fb 575 psi Fb 575 psi E 1.1 x 10^6 psi E 1.1 x 101'6 psi CD 1.6 CD 1.6 Ci for FC 0.8 Ci for FC 0.8 Ci for FB 0.8 Ci for FB 0.8 Ci for E 0.95 Ci for E 0.95 CF for FB 1.00 CF for FB 1.00 CF for E 1.00 CF for E 1.00 Ke 1.2 Ke 1.2 fc 3.7 psi fc 3.7 psi le (axial) 144 in. le (axial) 144 in. S.R. 18.9 S.R. 25.6 c 0.8 c 0.8 KCE 0.3 KCE 0.3 FCE 879 psi FcE 478 psi Fc* 736 psi Fc* 736 psi Cp 0.749 Cp 0.530 Fc' 551 psi Fc' 390 psi A 0.78 in. A 1.01 in. Moment 35499 in.lbs. Moment 25079 in.Ibs. S 54.5 in"3 S 40.2 in"3 fb 651 psi fb 624 psi lu/d 15.7 lu/d 21.3 le (bending) 196 in. le (bending) 190 in. RB 6.87 Re 4.28 KbE 0.439 KbE 0.439 FbE 9729 psi FbE 24999 psi Fb* 736 psi Fb* 736 psi CL 0.996 CL 0.998 Fb' 733 psi Fb' 735 psi S.I.(axial) 0.007 S.I.(axial) 0.009 S.I.(bend,) 0.892 S.I.(bend.) 0.855 C.S.I. 0.892 C.S.I. 0.855 TSE Engineering I P= 2940 295 lbs Z r H(ft)= 10 Lateral Load Design Foundation Diameter: 0.79 ft. Foundation Depth: 5.5 ft. Constrained? YES Nonconstrained? Soil Passive Allowable: 50 psf Gravity Load Design P= 2940 lbs Foundation Diameter: 2 ft. Foundation Area: 3.1 sf Bearing Allowable(Fbrg): 1000 psf Actual Bearing(fb,g)=P/A= 585 psf v 10.1004-5.23.05 Ibs Foundation Design per 2015 IBC 0.1 cu yd Depth Required 5.4 ft. Dead Load(psf) = 3 Snow Load(psf) = 25 Span + overhang (ft)= 21 Bay width(ft)= 10 1.4"47 SL -C" PCer Foo-n4co Page: 11 TSE Engineering Page: 1 g PURLIN to' De t2i enys INPUT: Uniform Loading Span Length w (DL) w (SL) Is L Roof (psf) 3 25 1.0 11.4 ft 0 Tributary (ft) 2 2 Cg= 1.0 Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 0 0 Tributary (ft) 0 0 Other (plf) 0 0 w (TL) 0 6.0 50.0 56.0 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 34 34 285 285 319 319 97 812 910 Ibs. Ibs. Ibs. lbs. lbs. Ibs. ft.Ibs. ft.Ibs. ft.Ibs. DESIGN: MATERIAL Fb x CF Fv Fc(perp) E x 10116 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S 1 1.5 5.5 8.25 7.6 21 in. in. in."2 in."3 in.^4 fv = 53 psi Brg.Lgth.= 0.044 ft. CL = 1.000 fb = 1440 psi GL Cv = N/A R = N/A 0 (DL) = 0.08 in. A (LL) = 0.70 in. A. (n-) = 0.79 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.62 fb /F131= 0.99 USE 2x6 HF#2 @ 24" oc v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 195 for LL> L/180 ok L / 174 for TL> U120 ok Table 1604.3 TSE Engineering RAKE BEAM ,I, PF 26 Cs= 1.0 Pe 3 Page: 19 I= 1.0 trib width= 7.5 RAt 4 2.00 1 2.00 1 2.00 1 2.00 cantilever L = 12 INPUT: w (DL) plf 31 w (LL) plf 188 w (TL) pif 218 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TI) = MA (TL) _ A (DL) = A (LL) = A(TL)= ft. 31 188 218 2325 Ibs. 1453 Ibs.(max.) -1744 ft.ibs. -0.021 in. -0.131 in. -0.152 in. 0 31 188 218 0 31 188 218 0 f JRB 2.00 1 2.00 31 31 188 188 218 218 0 0 RB (TL) = VB (TL) _ MA -B (TL) = 3052 tt.lbS.(max.) MB (TL) _ A (DL) = 0.033 in. A (DL) _ A (LL) = 0.203 in. A (LL) = A (TL) = 0.236 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb x CF Fv Fc(perp) E x 10"6 _ Manuf.Lbr. Timber Dimen. Lbr. DFL#2 990 150 625 1.6 Psi psi psi psi 31 188 218 1163 Ibs. 1163 Ibs.(max) 0 ft.lbs. b d A S I Brg.Lgth. Co 1.15 3 9.25 27.75 42.8 197.9 0.08 CH 1 in. in. in."2 in."3 in."4 ft_ Cr 1 Ci 1 STRESSES: fv = 69 psi fv = 54 psi fb = -489 psi fb = 856 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv'= 0.40 fv/Fv'= 0.31 fb/Fb'= 0.43 fb/Fb' = 0.75 RATIOS OF SPAN TO DEFLECTION: L I 366 for LL L/ 315 for TL v 3.3.03 L/ 711 for LL L/ 611 for TL USE (2)2x10 DFL#2 MECHANICAL CONNECTIONS INPUT: "VVVV" or "SS" or "WM"? "DS"? WWW DS�7 36 116" or"L"? B Parallel to Grain Loading Fem = 4.8 ksi Re = 1 Rt = 3.75 K(theta) = 1 p = N/A c1 = 4 C2 = 2 C3= 0 C4 = 0 C5 = 1.6 C6 = 1.6 k 1 = 1.254308 k 2 = 1.081666 k 3 = 1.947457 k = 1.741464 TSE Engineering Connector Page: Description of Connection: Truss Block Bolts Main Member Side Member Diameter Bend Yield 0.75 45 in. ksi Specie Thickness Dowel Brq Thickness HF 5.625 4.8 1.5 in. ksi in. RESULTS: YIELD MODE Im, Z = 5063 YIELD MODE Is, Z = 2700 YIELD MODE 11, Z = N/A YIELD MODE Illm, Z = N/A YIELD MODE Ills, Z = 2191 YIELD MODE IV, Z = 2983 Z = 2191 lbs. Gitt 65 2l �j'Lz TSE Engineering Page: G -i MULTIPLE BOLT CONNECTIONS Description of Connection: Truss Block Bolts Q I81 f jtJ PARALLEL TO GRAIN LOADING GEOMETRY FACTOR Bolt Diameter = 0.75 in. Bolts per Row = 1 Number of Rows = 2 Row Spacing = 3 in. Edge Distance = 1.25 in. Bolt Spacing = 6 in. End Spacing = 6 T or C Connection ? T GROUP ACTION FACTOR Em = 1.4 x10"6 psi Am = 19.25 in"2 Es = 1.4 x10"6 psi As = 16.5 in"2 Re" = 0.857143 y= 116913.4 u = 1.028198 m = 0.789051 LOAD DURATION FACTOR PENETRATION DEPTH FACTOR p = N/A TRUSS REACTION: Snow= 25 1= 1 Cs= 1 Span= 18 DL= 3 Bay= 10 OH= 1.5 CONNECTION ALLOWABLE FORC P= 2940 >=1.5D, o.k. >=1.50, o.k. >=3D o.k. >=3.5D, o.k. OK 0.58 Ce 1.000 1.000 Ce = 1.000 EmAm = 26950000 EsAs = 23100000 Cg = 1.000 CD= 1.15 Cd = 1.000 Z' = Z * / Ce * Cg * Co * Cd * Qty. 2191 / 1.000 1.000 1.15 1.000 2 Allowable Z' = 5039 lbs. .0a ii4e0)14(0 g©a5 TSE Engineering Page: I/ MULTIPLE BOLT CONNECTIONS Description of Connection: Truss Block Bolts e 32! PARALLEL TO GRAIN LOADING GEOMETRY FACTOR Bolt Diameter = 0.75 in. Bolts per Row = 1.5 Number of Rows = 2 Row Spacing = 3 in. Edge Distance = 1.25 in. Bolt Spacing = 6 in. End Spacing = 6 in. T or C Connection ? T GROUP ACTION FACTOR Em = Am = 1.4 x10^6 psi 19.25 inA2 Es = 1.4 x10^6 psi As = 16.5 in^2 Re^ = 0.857143 y= 116913.4 u = 1.028198 m = 0.789051 LOAD DURATION FACTOR PENETRATION DEPTH FACTOR p = N/A TRUSS REACTION: Snow= 25 I= 1 Cs= 1 Span= 32 DL= 3 Bay= 12 OH= 1.5 CONNECTION ALLOWABLE FORC P= 5880 >=1.5D, o.k. >=1.5D, o.k. >=3D o.k. >=3.5D, o.k. OK 0.78 CA 1.000 1.000 CA = 1.000 EmAm = 26950000 EsAs = 23100000 Cg = 1.000 Co = 1.15 Cd = 1.000 Z' = Z CA * Cg * Co * Cd * Qty. 2191 1.000 1.000 1.15 1.000 3 Allowable Z' = 7561 lbs. ,, C3) Tor*. Vitt,' 1,VILII /-1.11U.V in GDI 0) w w LLJ c 41) 0 o_ w c (41 12 0 0 0_ 0 Snow Load 0 \1 A c.:14 er., i -12 f r.V11 Sf `±e,,, F - i I ‘‘--,t., i—j 0. k ..1 .1.- :.C4.../ ii,_ ,.... ----:-`1 _ rii •••. —11TO '011-1 t _Si \ -t- RECEIVED CITY OF TUKWILA JUN 1 it 2018 PERMIT CENTER coRREpTioN LTR# I IT- co 0 z • .„) o eL o O 0 •-• ' 0.0 ±7=: _0 -5 0 0 .0 7-1 .f;a1 0 O ta• ' SS .-. .-. ,t.,. O 1,-:., ' ...:1 c a 0 0 44: — s 0 ▪ -c) >, m ._ O )p — _1 c.) CCI >.c 0 00. ,et F., (41 (0 ,a -o at (....) O a. 0 cu -o (.0 0, ••,.• c.0 0.) • ...' > 6 Ei 0 0 0. .0 rw 0 cw ,... 1 -‘,-, t E .,.. cn O ...! U ..) -,----.7 • Customer Name: 0 RECEIVED JUN 0 8 2018 0 • 32'-0" 12'-0" 8,-0" 12'-0" 4x6 HF#2 POST 4x6 HF#2 n„- POST 0 /.,�r 4x6 HF#2 FV- POST ..____._t_ 666 6x8 HF#2 POST 36'40 DOT TRUSS TR�ISS 18" OVERHANG, 1Y 4 (2) 2x10 DFL#2 RAKE BEAM PER DETAILS 5D/2 AND 5/2 6x8 Hr#2 POST TRUSS TRUSS TRUSS i 6x8 HF#7, POST; SLOPt CONCRETE 1" ;IN 10' AT 18'x26' SLAB ONLY TRUSS TRUSS r 6x8 HF#2 POST 16'x8' w 4x6 HF#2 6x8 HF#2 POST POST 4" CONC. SLAB 6x8 HF#2 POST T\i,r2 RPSRU 6x8 HF#2 POST (3) 0.131'0 x 3-1/4' NAILS GIRT TO BLOCK (TYP.) L -BLOCK w/ 0.131"0x3-1/4" NAILS AT 4"o.c. (TYP.) i ,F2 18'-0" DOOR. 2'-0 BLOCK FOR STRAP AT TOP (AND BOTTOM) OF WINDOW OPENING. 24" LONG STRAP PER NOTE 110 ON SHEET 3 w/(8) 10d x 1-1/2". AT EACH END (TYPICAL ALL CORNERS) STRAP BLOCK Per TRUSS PER PER DETAIL 5E/2 Y N 4x6 HF#2 POST --• F1 1—a g Xgio 4x6 POST POST 1 � 3 4x6 HF#2 POST BLOCK FOR STRAP 01:41• CHI'l� II___ _11111111•111111•111 IMANNIK:111111M1 �1 2'-0' MAX OWINDOW CORNER DETAIL i • M (1) STRAP EACH WAY PER DETAIL 22/2 AT THIS BAY 6x6 HF#2 EMBEDDED PER DETAIL 13/2 & 16/2 AND FRAME PER DETAIL 12/2 PLAN SSCALE: Y4""1'-0" L -BLOCK L- BLOCK BETWEEN L-GIRTS L BLOCK BLOCK FOR STRAP STRAP WINDOW PER DETAIL 1/1 STRAP WINDOW PER DETAIL 1/1 DETAIL 8/2 METAL ROOFING PER NOTE 14. SHEET 2. (29 GAUGE) PURLIN PER DETAIL 3/2 & 4/2 12 MI I OPTIONAL EAVE i OVERHANG PER DETAIL 2/2. 29 GA. METAL WALL CLADDING PER NOTE #4, SHEET 2 (OPTIONAL CLADDING PER NOTE #11, SHEET 2) 1 TRUSS SUPPORT BLOCK PER DETAIL 1/2. POST PER PLAN GIRTS PER DETAIL 12/2 DETAIL 13/2 TRUSS BY OTHERS w/BRACING PER DETAIL 24/2 AND/OR 25/2 4" CONC SLAB FOOTING SCHEDULE MARK SIZE DETAIL F1 30"0 x 5'-0" DEEP 13/2, 16/2 F2 24'0 x 5'-6" DEEP 13/2, 16/2 F3 18"0 x 5'-3" DEEP 13/2, 16/2 F4 18"0 x 4'-0" DEEP 13/2, 16/2 NOTE: ALL DEPTHS ARE TO TOP OF CONCRETE PAD DENOTES FOOTING SCHEDULE DESIGNATION NOTE: ATTACH METAL WALL PANEL w/#9 x1-1/2" SELF -TAPPING SCREWS AT 9"o.c. ALONG VERTICAL EDGE OF OPENING AND BLOCKS ALL CONNECTIONS TO BE (3) 0.131"0 x 3-1/4" NAILS U.N.O. AT ALL INTERSECTING OR ABUTTING MEMBERS. NAIL L-GIRTS w/ 0.131"0 x 3-1/4" NAILS AT 12"o.c. AND NAIL L -BLOCKS w/0.131"0 X 3-1/4" NAILS AT 4"O.C. „/ PER FOOTINGS SCHEDULE 1J AND DETAIL 16/2 OTYPICAL SECTION THRU CLEARSPAN 1 DETAIL 8/2 METAL ROOFING PER NOTE #4, SHEET 2. (29 GAUGE) PURLIN PER DETAIL 3/2 & 4/2 \ I� •\0 I IIP OPTIONAL EAVE —f OVERHANG PER DETAIL 2/2. 29 GA. METAL WALL CLADDING PER NOTE #4, SHEET 2 (OPTIONAL CLADDING PER NOTE #11, SHEET 2) / 1111 12 TRUSS SUPPORT BLOCK PER DETAIL 1/2. POST PER PLAN GIRTS PER DETAIL 12/2 DETAIL 13/2 YVA OA ', U" 1 PER OOTINGSSCHEDULE 1J AND DETAIL 16/2 TRUSS BY OTHERS w/BRACING PER DETAIL 24/2 AND/OR 25/2 RECEIVED CITY OF TUKWI JUN 1 it 2018 r 4" CONC SLFERMIT CENTE ` J 32' SPAN OTYPICAL SECTION THRU CLEARSPAN 1 SHEET INDEX SHEETS IN THIS PLAN SET: 1/2 2/2 l "J 10' EAVE HEIGHT 0 0 N w w J m CDN o cc 2' ; > o . • o 0 v C SUO BIA0J 0 0 0 .5 l ROOF SHEATHING NOTES: ROOF OR PURUNL PER SIMPSON ANGLE var EACH SDE II 3-18d (7yP.) 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE 2015 IBC (INTERNATIONAL BUILDING CODE). CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS. ) 2. TRUSS DESIGN AND FABRICATION SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL BUILDING CODE). ENGINEERING DESIGN AND SHOP DRAWINGS SHALL BEAR THE STAMP OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. TRUSS BRACING SHALL BE IN ACCORDANCE WITH THE DESIGN DRAWING. 3. BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING LOADING: ROOF SNOW LOAD: 25 PSF DESIGN WIND SPEED: 110 MPH, EXPOSURE B. NOTE /f. OF POST ANO LONG LEG ON EAVE GIRT W/ POST. 10d x 1-1 2x6 BLOCK W/ AT EACH attoUT 166 O 4" O.C. TO LOOKOUT PURUN TRUSS TOP CHORD ROOF PANEL SCREWS Ip NAILS 4-16d (TYP.) 16 MM. INN ��■ NohP=OLIN PER ((NNNLG STEEL STRAP 6F FOSf 6.71 NOT Irks, w/ o ewe NAEs Wµ1 PANEL -:I/ v'� I�j ''� PURUN PER ` /•t'` NOTEEWS 14. PANEL �, eLocK z` / -- �1Iij -711118 81 YY 'a� Ii ' „ 1i.- u,I 2x6 BLOCK z� SCAB ./ 16e zxs BLOCK.NAIL TO EACH muss w/2-180. ANGLED. NAIL EACH PURUN TO EACH PURUN BLOCK a TRUSS W/ 2-1sd SCREWS FOR GIRT PER NOTE 14. ��, EWE OtLT1r1 !� ,1 ,� AT 6' O.C. TO LOOKOUT N�NL PURUN TO PUPoJNTRUSS '�� 11 DETAIL �- +-tea (Tw.) (3) i1."6 BOLTS e 3z' SPAN') (2) %"e 801.75 O 1B' SPAN 2 : BLOCK EACH 510E OF POST W/ WIDm TO MATCH POST. 4 BLOCK I I�� r• I 14IN& n n 1't SNPSON AT (WHERE / NAM TRUSS MiSi6 S7RAr ENDWALL mU55 OCCURS) (7) 104 x 115• 0 POST zxe FASCA W/ 3-16a 2x8 LOOK017T EACH Wµ1 PANEL SIDE OF POST II SCREWS FOR GIRT PER NOTE 14. Y » RR CONSTRUCTION ONLY. SEE DETAIL 1/2 FOR PM �� 1.1 4.I 1�,. ■��■ =_�)( LOOKOUT / ., 1� :3 GIRT TIE STRAP APPLIED TO TOP OF GIRTS w/(4) 106 X 1 1/2' 164 EK'1/�"u+LN TO BLOCK. (Nor SHOWN) 0111101 � 4 1 TRUSS OR RAFTER (3 SEC GUST) 1 SOIL BEARING' 1000 psf SEISMIC DESIGN CATEGORY: D z 009610 mussEs. WALL PANELS PER �`�'` (7) 10d x Oj- NAILS O TRUSS TRU55CONNECTION. _cc 11 A60 0ETAA 9/2 70R RAFTER CONNECTION PAVE GIRT ,'� ':-NAILS AT EACH GrtTFGR EAVE GIRT LS SPECIFIED ABODE BOIL WITH Ss = 1509 MAX. 9 4. METAL PANELS SHALL BE BHP NOR CLAD, OR EQUAL, HAVING 80 KSI MINIMUM YIELD STRENGTH. ROOF PANELS SHALL BE FASTENED WITH /14 x 1-1/2" SELF TAPPING SCREWS AT 9" 0.C. ALONG EACH PURLIN AND EACH RAKE BEAM AND 112 STITCH SCREWS AT 24" 0.C. ALONG EACH LAP. WALL PANELS SHALL BE FASTENED WITH /9 x 1-1/2" SELF TAPPING SCREWS AT 9" 0.C. ALONG EACH GIRT. SEE SHT. 1 FOR METAL GAUGE. LUMBER SHALL CONFORM TO THE FOLLOWING U.N.O. ON THESE PLANS: HF NO. 2 2X4 THRU 2X12: 4x6 HF NO. 2 S4S STRUCTURAL POSTS: 6x6 & LARGER HF N0.1 ROUGH SAWN & AS NOTED. POSTS NOTED WITH "•" MAY BE NO. 2 GRADE PLUS 2x6 PT HF NO. 2 CAB APPLIED ON INSIDE FACE OF POST EXTENDING FROM FTG PAD TO 1/3 THE EAVE HEIGHT ABOVE GRADE. NAIL SCAB WITH (4) ROWS 0.131" DIA x 3-1 4" GALV NAILS SPACED 5" OC EACH ROW. BLOCKING: HF STANDARD AND BETTER 6. EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED USING TREATMENT FOR 0.60 pcf RETENTION IN CONFORMANCE WITH AWPA USE STANDARD UC4B. ALL OTHER LUMBER IN CONTACT WITH SOIL OR .CONCRETE. OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE TREATED FOR 0.40 pcf RETENTION. NAILS USED WITH PRESERVATIVE TREATED LUMBER OR BELOW GRADE SHALL BE HOT -DIPPED GALVANIZED. 7. BOLTS SHALL CONFORM TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT U.N.O. PRE -BORE BOLT HOLES 1/16" LARGER THAN BOLT DIAMETER. 8. CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 psi. FOR WEATHERING. (2500 psi USED FOR DESIGN, SPECIAL INSPECTION IS NOT REQUIRED). 9. BACKFILL FOR EMBEDDED POSTS SHALL BE CLEAN SAND. COMPACTION SHALL BE BY MANUALLY TAMPING WITH A 20 POUND MINIMUM STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8". 10. STEEL STRAP SHALL BE SIMPSON CS16 OR EQUAL. 11. N/A 12. CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. 13. NAILS ARE COMMON WIRE, UNLESS NOTED OTHERWISE. NAILS INSTALLED IN PRESERVATIVE TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR EQUIVALENT. RECEIVED CITY OF TU KW 1LA JUN 1 4 2018 PERMIT CENTER ' .4i �?I4/�ii ,ENDWALL 1 v . ! 1,", , 1.7 14469ORAWANF W, //j' �N W �N��,JID ev, , 6////b l NOTE 14 OR 111 !� POST PER PLAN 111IDw 2X8 BLOCK I , '�I WY BE 0.131' DIA x 3 1/4 3-18d (T.) N i PER CONNECTIONGEXCEPT EPr TOE-NNL WOF IDEST OIU�IWIQ N FRAMING DETAIL O SECTION AT EAVE ()OVERHANG SECT. THRU PURLIN AT .TRUSS/RAFTER 2 2 O BAY WIDTH Te" MAx. 2x8 HF12 0 24•o.e. 3-18d PURUN TO ROOF PANEL SCREIWSOR OR PURUN PER HOTS P. 2x6 BLDCKNG ROOF PANEL SCREWS5. PURUN PER NOTE !+. 881 WIDTH 18" MAX • 3-160 PURUN TO BLOCK (Old.) METAL ROOFING BLOCK ENDNAIL- o�¢ T+ RURLIR. TO 2x6 I6.00KING td- rap( MEMRER H SCE �- ,'-6' LAP MIN. 1'-6" LAP MIN. _ Bl16d PEPU UN O TOENNL % �; /ii\\ •2 -tee IOOIRL EACH PURUN To EACH RAKE li EDUCE SHEATHING �1c 1 ��� ' ���� 260 RAKE BEAN III I PER NOTE p1 , ' PURUN V H V �, 3-16e V �� V �I POST OR sue PER PUN p� !■ e �� 2x8 765CW w/ 3-16e 10-1ee RAKE To E/DWALL P05T i0R RAKE' z -the 1TENM EAGI, PURUN TO TRUSS 11� wW�CE SNHA►NWGING�G PER NOTE /11 I -- POST AT EACH END OF LAP AS SHOW OR (7) 0.131" 01A x 3 1/4" LONG EACH ENO 1.''r �� (5-160 FOR SWGLE SPAN ' AND AT CORNER PoSTJ (TM.) 2 z BLOCK W/ Wg14 TRUSS ENDWALL POST w/ 3-180 MUSS TOP CHORD eEV0L 70 U*TC# m MA,LM POST. NAIL W/ 6-166 (1YP.) 1I- BLOCK SIZE TO CONGRUOUS RAPIERS NDIE 8016 SPLICE CONFIGURATIONS TRUSSES OR RAFTERS (TM) RAKE SLOPE. NAIL W/ 6-164. WALL PANELS MATCH POST OR PER PUN BUILD TO MATCH AS SHOWN)) ARE 609411Y STRONG, 01608 ONE MAY BE USED AT THE BUILDERS DISCRETION. (01411 REWIRED WHEN ) 2ND RAKE WALL PANELS muss BRACING N /z• '+ 1 , OR mU93 40P CHORD OR CANTILEVERED RAKE BEAM MII NI PURLIN SPLICE DETAIL AT ENDWALL WIDEST DIMENSION OF E1TowAu POST LULL W/ OVERHANG VILEST641066 .PENSION GIF ENDWALL Posy U.6.0.ONO POST RIDGE CONNECTION 2 i•�,'-o• O 0SECTION AT ENDWALL W/ OVERHANG 2 ,•_r -o• -t o ®SECTION 2x6 GIRT, FACEL TO POST / i, POST 2X6 GIRT TOE 33--166 DRIVEN AT ANa.E. (TTP) 1'I -NAKED TO SHREW w/t6d POST . 700 NM. 7 GIRT ill A7 16 0.C. 6• PER FOOTING SCHEDULE 01,1 1/2 r,� rf '� 7o POST w/ 3-1ee WALL PANELS PER 1 !� ^'�• WALL SHEATHING II PER NOTE /if 160 PER 1' POST 4" CONCRETE FLOOR SLAB \��+ x 0 p .() 0 pi 0 O ��� \ 2T104 1-1/2" EACH 1-1 5YM O FE i NAEs NOTE 111 1,1 a� 1 a O 10" os. t p , I 111 2x4 P.T. GIRT A � ..> 0 0 1 GIRT BOIL ALTERNATE GIRT: II 4" MIN. ` 0 0 0 1� F� I O+2 0.C. 8/ 2_164 PER TRUSS ANCHOR PSON 16" 1 EMBED �p \/ 0 0O%� p, I CONNECTIONlig 411 WBEA�ARWMU (POST ANDNAIL PER I 1 FOOTING \! 0 0 0 PAS ; \ OF SAME PER POST 286 GIRT. FACE NAIL W/ 3-760 2x6 7 -GIRT. NAA ONI5 TOGETHER W// E POST (FILCH SIDE) EXCEPT (1) ANCHOR FOR CORNER POSTS. 4 ` 0 011M1111PADA r. NOTE 19 ' A\ 6' CONCRETE I 12-10d TOTAL 0� P `aJ 1 STTR)AP EACH WAY 160 0 18" O.C. (TYP,) ALT 0.131' F x 3-1/4"`.' LONG NAIL 0 12" 0.e. I USE P.T. T-0)67 A5 PER DETAIL 12/3 1 .S,'/`te 1 PER SCHEDULE 1 •'• (STEEL OTE /10. X -BB ND POVER ER NPOST. WALL GIRT DETAIL 8 AT BASE OF WALL WHEN NO SUB. BASE GIRT DETAIL ON 1/2 EMBEDDED POST FOOTING W/ PAD %�i\0 X -BRACE STRAP/POST CONNECTION ® ® e ® BAY WIDTH 2-104 (TYP,) 57510 ()(iPURUN 6 BETWEEN OSTS 2-100 TOENAIL SIDE N EAVE GIRT /(3) 166 TO 2z4PIIRLN BRACE AND (3) 160FACT TOE NAIL AT P0575,1 180 A7 2+o.o. EAVE CULTTO2x6 3-10d BRACE PURUN (z)i6d. 70 BRACE. IVE GIRT niii ATA SPLxX: (T W.) �� I� \ III 2x4 BRACE . IRAP 'IINNoP IIV,2 •Ns NOTm oN88(S(1 BENE AT EAVE GIRT 5)0d xAT 0A1E1/q� 12x467/2 �N �® ■ CONTNUOUS LDRAWING.BOTTOM BRACE 8111 \r eTYP. TRUSS BRACING IDE NAL FA. SIDE 2 ® BOT. CHORD w/ ONE TRUSSED BAY. E%NDITYALL POST PER DTRUUSS ATS END ems i 00 7781)5PLIED 57 DN iRU50 064.6166. A1TAGH ATRD� I�Ie OCCURS)n RRmU55 OFi1/CM CNORD.2-104 T06 -NAIL AT TRUSS BRACING 0 BOTTOM CHORD "w/ MULTIPLE TRUSSED BAYS. • ®TYP. a • d 8 Y r -o ro C suols4ABJ z G Building Proud'" sheet 2 2 October 3, 2017 Mr. Terry Williams 12240 — 47'h Avenue South Tukwila, Washington 98178 ROBINSON NOBLE F'ILG Geotechnical Engineering Report Williams Garage Tukwila, Washington RN File No. 3232-001A Dear Mr. Williams: REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2018 City of Tukwila BUILDING DIVISION This letter serves as a transmittal for our report for your garage project, located at 12240 47th Avenue South in Tukwila, Washington. Development plans consist of constructing a new 1,448 square foot post -frame garage structure. The subsurface soils encountered consist of alluvial deposits with various consistency and soil gradations. It is our opinion these soils are capable of providing support for the planned garage. We expect the garage will have a similar settlement performance level as the existing structure We appreciate the opportunity of working with you on this project. If you have any questions regarding this report, please contact us. Sincerely, 5 Rick B. Powell, PE Principal Engineer BRP:BAG:RBP:am Five Figures Appendix A 2105 South C Street Tacoma, Washington 98402 P: 253.475.7711 1 F: 253.472.5846 RECEIVED JUN 19 2018 TUKWILA PUBLIC WORKS www.robinson-noble.com RECEIVED CITY OF TUKWILA JUN 1 4 2018 PERMIT CENTER CORRECTION 17625130' Avenue NE, Suite 102 Woodinville, Washington 98072 P: 425.488.05991F: 425.488.2330 t\'6- tJOOl TABLE OF CONTENTS INTRODUCTION 1 PROJECT DESCRIPTION 1 SCOPE 1 SITE CONDITIONS 1 Surface Conditions 1 Geology 1 Explorations 2 Subsurface Conditions 2 Hydrologic Conditions 2 CONCLUSIONS AND RECOMMENDATIONS 3 General 3 Geologic Hazards 3 Erosion Hazard 3 Seismic Hazard 3 Site Preparation and Grading 4 Structural Fill 4 General 4 Materials 5 Fill Placement 5 Temporary and Permanent Slopes 5 Foundations 6 Lateral Loads 6 Slabs -On -Grade 7 Drainage 7 Infiltration and Dispersion 8 CONSTRUCTION OBSERVATION 8 USE OF THIS REPORT 8 Robinson Noble, Inc INTRODUCTION This report presents the results of our geotechnical engineering investigation at your proposed post -frame garage project in the Tukwila area of King County, Washington. The site is located at 12240 47th Avenue South, as shown on the Vicinity Map in Figure 1. You have requested that we complete this report to evaluate subsurface conditions and provide recommendations for site development. For our use in preparing this report, we have been provided with a preliminary building design and site plan by Town & Country Post Frame Buildings, a division of PermaBilt Post Frame Buildings dated June 7, 2017. PROJECT DESCRIPTION The site is currently developed with a single family residence. We understand project plans are to construct a new 1,448 square foot post -frame garage structure. The City of Tukwila has requested a geotechnical engineering report because of the anticipated underlying soils. SCOPE The purpose of this study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services Agreement, dated June 21, 2017, includes the following: • Review available geologic maps for the site. ■ Mark the site for utility locates. • Explore the subsurface soil and groundwater conditions in the area of the planned additions with backhoe excavated test pits. • Evaluate pertinent physical and engineering characteristics of the soils encountered in the explorations. • Prepare a geotechnical report containing the results of our subsurface explorations, and our conclusions and recommendations for geotechnical design elements of the project. SITE CONDITIONS Surface Conditions The rectangular project site is about 0.14 acres in size and has maximum dimensions of approximately 100 feet in the east -west direction and 60 feet in the north -south direction. Access to the site is provided by 47th Avenue South to the west. The site is also bordered by existing residential acreage to the north, east and south. A layout of the site is shown on the Site Plan in Figure 2. The ground surface within the site is generally flat. One single-family residence and a shed currently sit within the site. The site is vegetated mostly with grass, with shrubs surrounding the existing shed and a few small- to- medium sized trees along the eastern property line. Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 14,000 years ago. Many of the geomorphic features seen today are a result of scouring and overriding Robinson Noble, Inc Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 2 by glacial ice. During the Vashon Stade, areas of the Puget Sound region were overridden by over 3,000 feet of ice. As the glaciers retreated low areas carved out from the glaciers became large river valleys. Over time collected soil from the flowing water was deposited and size of soil particles deposited was dependent on the flow rates of the river. These deposits are referred to as Alluvium. Large sand and gravel was deposited within faster moving water and fine grained soils were deposited in slow to stagnant water. As more deposits were placed the river channels became more confined to the paths they currently exist in. Alluvial deposits were not compacted by the weight of the glaciers and may exhibit less strength and density compared to soils that were. The geologic units for this area are mapped on the Geologic Map of the Des Moines 7.5' Quadrangle, King County. Washington, by Derek B. Booth and Howard H. Waldron (U.S. Geological Survey, 2004). The site is mapped as being underlain by alluvium from the Duwamish River. Our site explorations encountered alluvium. Explorations We explored subsurface conditions at the site on August 24, 2017, by excavating four test pits with a mini rubber -tracked excavator. The test pits were excavated to depths approximately 10.0 feet below the ground surface. The explorations were located in the field by a representative from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figures 4 and 5. Subsurface Conditions A brief description of the conditions encountered in our explorations is included below. For a more detailed description of the soils encountered, review the Test Pit Logs in Figures 4 through 5. Our explorations generally encountered a surficial layer of fill and relic topsoil that ranged from about 1 to 4 feet in thickness. The fill in Test Pits 1 through 3 consisted of soft, light brown silt with fine sand and roots. In Test Pits 1 and 2, we also encountered a layer of 1- to 2 -inch washed drain rock fill between 2 and 3 feet in depth that was interpreted as an abandoned drainfield. Below the fill and relic soil, we encountered loose to medium dense sand with variable silt content and soft to medium stiff silt. The silt extended to the depths explored. Hydrologic Conditions Shallow groundwater seepage was not observed. We did observe rust staining throughout the alluvial soils in the test pits. During the wetter times of the year, we expect perched water conditions will occur as pockets of water on top of the silt layers. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Volumes of perched groundwater vary depending upon the time of year and the upslope recharge conditions. Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 3 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the site is compatible with the planned development. The underlying medium dense alluvial deposits are capable of supporting the planned structure. We recommend that the foundations for the structures extend through any fill, topsoil, loose, or disturbed soils, and bear on the underlying medium dense native soil. Based on our site explorations, we anticipate these soils will generally be encountered at depths ranging from about 2 to 4.5 feet. The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily when wet or during wet conditions. We recommend that construction take place during the drier summer months, if possible. If construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include costs for an increased depth of site stripping, export of on-site soil, the import of clean granular soil for fill, and the need to place a blanket of rock spalls in the access roads and paved areas prior to placing structural fill. Geologic Hazards Erosion Hazard: The erosion hazard criteria used for determination of affected areas includes soil type, slope gradient, vegetation cover, and groundwater conditions. In our opinion based on our observations, the erosion hazard for the soil is slight for the flat conditions at the site. Seismic Hazard: It is our opinion based on our subsurface explorations that the Soil Profile in accordance with the 2015 International Building Code (IBC) is Site Class E with Seismic Design Category D. We used the US Geological Survey program "U.S. Seismic Design Maps Web Application." The design maps summary report for the 2012/15 IBC is included in this report in Appendix A. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. Liquefaction is a process which causes sediments below the water table to temporarily lose strength and behave as a viscous liquid. This can occur during seismic shaking, such as an earthquake, as a loose deposit collapses and decreases in column. if the deposit does not drain, the pore water pressure increases. A "quick" condition can occur when the pore pressure equals the effective overburden pressure. Under this condition, the soil is temporarily transformed into a near liquid state and loses its Toad bearing capacity. The liquefaction potential is highest for loose sand with a high groundwater table. A liquefaction analysis was not performed during this study because deep subsurface information was not available. We expect the liquefaction potential for the new garage will be similar to the existing residence. We are not aware of liquefaction issues during previous earthquakes. The project is mapped on Faults and Earthquakes in Washington State (Jessica L. Czajkowski and Jeffrey D. Bowman, USGS OFR 2014-05) as located approximately 2 miles south of the Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 4 Seattle Fault Zone. This is a class A thrust fault with the last suspected deformation approximately 1,000 years ago and a slip -rate category of between 0.2 and 1.0 mm per year. The fault geometry can be simply characterized as a block of bedrock being thrust up over another block to the north along a fault plane approximately 9km deep. The overlying sediments have been bent around the leading edge of the uplifting front of this block similar to how pushing one end of a rug forces the rug to buckle forward and fold over on itself. Because the overlying sediments cannot accommodate all of the deformation, the fault then propagates at a much steeper angle through the front of these deformed sediments, forming the north edge of the Seattle Fault Zone, where the greatest deformation and surface displacement has been documented. The backside of the bend also fractures and is pushed back to the south to create more space for the deformed sediments along the leading edge of the fault. This site is located south of the southernmost documented deformation zones of the Seattle Fault Zone and is mapped by variations in gravity and radar as part of the nondeforming backlimb of the fold. Because of the relative stability of the block compared to the deformation along the contact between blocks, we consider the potential for surface displacement to be low for this site. Seismically induced lateral spreading can occur where there is a free face to the near surface soils. The site lies about 500 feet north of a free face. Therefore the risk of lateral spreading is low. Site Preparation and Grading The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense or firmer native soils in pavement and building areas. The excavated material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a firm, non -yielding condition. Areas observed to pump or yield should be repaired prior to placing hard surfaces. The on-site alluvial silts and sands likely to be exposed during construction are considered highly moisture sensitive, and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction could include extra excavation and use of imported fill or rock spalls. During wet weather, alternative site preparation methods may be necessary. These methods may include utilizing a smooth -bucket trackhoe to complete site stripping and diverting construction traffic around prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of rock spalls or imported sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful in reducing grading costs during the wet season. These methods can be evaluated at the time of construction. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is observed by an experienced geotechnical Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 5 professional or soils technician. Field observation procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all-weather structural fill should contain no more than 5 percent fines !soil finer than a Standard U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. The use of on-site soil as structural fill will be dependent on moisture content control. Some drying of the native soils may be necessary in order to achieve compaction. During warm, sunny days this could be accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10 -inch -thick uniform lifts, and each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optimum so that a readily compactable condition exists. It may be necessary to overexcavate and remove wet surficial soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. For planning purposes, we recommend that temporary cuts in the near -surface soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V). If groundwater seepage is encountered, we expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 4 feet, if worker access is Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 6 necessary. We recommend that cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for granular structural fill and the native soils should be no steeper than 2H:1 V. Lightly compacted fills, common fills, or structural fill predominately consisting of fine grained soils should be no steeper than 3H:1 V. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Foundations Conventional post frame foundations should be founded on undisturbed, medium dense or firmer soil. We discussed post frame foundations with the structural engineer, Terry Powell P.E., who informed us that PermaBilt post frame foundations are regularly installed at depths of approximately 4 feet. If the soil at the planned bottom of footing elevation is not suitable, it should be overexcavated to expose suitable bearing soil. We anticipate suitable, medium dense soils will be encountered at depths ranging from approximately 2.0 to 4.5 feet. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection. Minimum foundation widths should conform to IBC requirements. Standing water should not be allowed to accumulate in footing excavations. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of 1,000 pounds per square foot (psf) be used for the footing design. IBC guidelines should be followed when considering short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1 -inch total and 1/2 -inch differential between footings or across a distance of about 30 feet. Additional settlement could occur if the post piers are close to the underlying soft silt deposits. Soil bearing values may be change with alternative footing designs. These values can be determined after a review of a specific design. Lateral Loads The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) and 55 pcf, respectively, may be used for design for a level backslope. These values assume that the on-site soils or imported granular fill are used for backfill, and that the wall backfill is drained. The preceding values do not include the effects of surcharges, such as due to foundation loads or other surface loads. Surcharge effects should be considered where appropriate. Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 7 Seismic lateral Toads are a function of the site location, soil strength parameters and the peak horizontal ground acceleration (PGA) for a given return period. The above active and at -rest lateral pressures should be increased by a uniform pressure of 9H (psf) and 12H (psf), respectively, when considering seismic conditions. H represents the wall height. The above lateral pressures may be resisted by friction at the base of the wall and passive resistance against the foundation. A coefficient of friction of 0.3 may be used to determine the base friction in the native soils. An equivalent fluid density of 200 pcf may be used for passive resistance design. To achieve this value of passive pressure, the foundations should be poured "neat" against the native soils, or compacted fill should be used as backfill against the front of the footing, and the soil in front of the wall should extend a horizontal distance at least equal to three times the foundation depth. A resistance factor of 0.67 has been applied to the passive pressure to account for required movements to generate these pressures. All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the wall backfill. Slabs -On -Grade Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be supported on medium dense or firmer native soils, or on structural fill extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of pea gravel for use as a capillary break. A suitable thick vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. The vapor barrier shall be thick enough to minimize any construction damage. Any damage shall be repaired. The capillary break material should be connected to the footing drains to provide positive drainage. Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge system. The finished ground surface should be sloped at a gradient of 5 percent minimum for a distance of at least 10 feet away from the buildings, or to an approved method of diverting water from the foundation, per IBC Section 1804.4. Surface water should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around all of the structures where moisture control is important. It is good practice to use footing drains installed at least 1 foot below the planned finished floor slab to provide drainage. If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. Where used, footing drains should consist of 4 -inch -diameter, perforated PVC pipe that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point. For slabs -on -grade, a Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 8 drainage path should be provided from the capillary break material to the footing drain system. Roof drains should not be connected to wall or footing drains. The silt underlying much of this site may pond water near the ground surface. This water could accelerate degradation of exposed wood building posts. Along with drainage solutions, we recommend protecting the building posts from contact with water or saturated soils. This could be accomplished by encasing the posts in concrete or using timber pressure treated in accordance with American Wood Preservers Association (AWPA) standards. Infiltration and Dispersion We understand that the City of Tukwila has adopted the 2009 King County Stormwater Design Manual (KCSWDM). The manual states that Best Management Practices (BMPs) such as full infiltration or basic dispersion must be implemented where feasible. The site is underlain by impermeable silt which does not provide for full stormwater infiltration. Appendix C of the KCSWDM discusses basic dispersion systems to be used when infiltration is not feasible. Dispersion trenches must have a vegetated flowpath of at least 25 feet between the outlet and any property line. A setback of at least 5 feet must be maintained between any edge of the trench and any structure or property line. In the case where the site must have a piped connection to the city drainage system, the KCSWDM requires the use of perforated stub -out connections. Section C.2.11 of the manual discusses design criteria for this BMP. CONSTRUCTION OBSERVATION We should be retained to provide observation and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide recommendations for design changes, should the conditions revealed during the work differ from those anticipated. As part of our services, we would also evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. USE OF THIS REPORT We have prepared this report for Mr. Terry Williams and his agents, for use in planning and design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report, for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our services, we have strived to take care that our services have been completed in accordance with generally accepted practices Robinson Noble, Inc. Geotechnical Engineering Report Williams Garage 12240 47th Avenue South Tukwila, Washington October 3, 2017 RN File No. 3232-001A Page 9 followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, Robinson Noble, Inc. Barbara A. Gallagher, PE Senior Engineer 9.O 1 Rick B. Powell, PE Principal Engineer BRP:BAG:RBP:am Five Figures Appendix A Robinson Noble, Inc. i'121711 S 114TH Project Site i3hTN ST h'erton 33P� ST „.5_736TH 5 37TH ST; '; `. Higryview' Recr`eationa! ,! 3142ND ST 'L, S 46TH ST i S 52N0 S7 Seattle -Tacoma International, ---- .. Airport.:....... Seattle -Tacoma ' International Airport i Seattle -Tacoma• International Airport -4i .. 1 3 McVan[ s t oYH r �1 Acad .-lnternti Acad,Of Disign:-31- (and Technology Wr h3 8; 78TH. ST 190TH ST :42ND ST ROBINSON NOBLE Note: Basemap taken from Des Moines 7.5 -minute series. USGS 2017. Figure 1 Vicinity Map Mr. Terry Williams: 12240 47th Avenue South October 2017 c C 0 7 E, _SC 0 a - 0) csj E E 2 Z 03 Unified Soil Classification System MAJORGROUP DIVISIONS SYMBOL GROUP NAME COARSE- GRAINED SOILS MORE THAN 50% RETAINED ON number 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY -GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50% OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual examination of soil in general accordance with ASTM D 2488-83. 2) Soil classification using laboratory tests is based on ASTM D 2487-83. 3) Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and/or test data. SOIL MOISTURE MODIFIERS Dry- Absence of moisture, dusty, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table ROBINSON' NOBLE PM: BAG October 2017 3232-001A Figure 3 Unified Soil Classification System Mr. Terry Williams: 12240 47th Avenue South DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 2.0 ML Light brown silt with sand and roots, trace gravel (soft, dry to moist) (Fill) 2.0 - 3.0 GP 1-2" washed gravel drain rock (loose, dry) (Drainfield Rock) 3.0 - 8.0 SM Gray -brown rust stained silty fine sand (loose to medium dense, moist) (Alluvium) 8.0 -10.0 ML Gray -brown rust stained silt (soft, wet) (Alluvium) Samples were collected at 1, 7, and 9 feet Groundwater seepage was not encountered. Test pit caving was not encountered. Test pit was completed at 10.0 feet on 8/24/2017 TEST PIT TWO 0.0 - 2.5 ML Light brown silt with sand and roots (soft, dry to moist) (Fill) 2.5 - 3.0 GP 1-2" washed gravel drain rock, pinches out to west (loose, dry) (Drainfield Rock) 3.0 - 6.0 SM/ML Gray -brown rust stained silty fine sand and sandy silt (medium dense/hard, moist) (Alluvium) 6.0 - 8.0 SP -SM Gray rust stained fine to medium sand with silt and chunks of silt with sand (medium dense, moist) (Alluvium) 8.0 - 9.0 SM Gray rust stained silty fine to medium sand (medium dense, wet) (Alluvium) 9.0 -10.0 ML Gray -brown rust stained silt, trace roots (soft, wet) (Alluvium) Samples were collected at 2, 5, 7, 8, and 10 feet Groundwater seepage was not encountered. Test pit caving was not encountered. Test pit was completed at 10.0 feet on 8/24/2017 TEST PIT THREE 0.0 - 4.0 ML Light brown silt with fine sand, clay, and roots (soft, dry to moist) (Fill) 4.0 - 4.5 ML Brown silt with roots (soft, moist) (Relic Topsoil) 4.5 - 5.0 SM/ML Gray -brown rust stained silty fine sand and sandy silt (soft, loose to medium dense, moist) (Alluvium) 5.0 - 7.0 SP Gray medium sand (medium dense, moist) (Alluvium) 7.0 - 9.0 SM Gray -brown rust stained silty fine sand (medium dense, wet) (Alluvium) 9.0 -10.0 ML Gray -brown rust stained silt (soft, wet) (Alluvium) Samples were collected at 2, 4, 6, 8, and 10 feet Groundwater seepage was not encountered. Test pit caving was not encountered. Test pit was completed at 10.0 feet on 8/24/2017 RN FILE NO. 3232-001A FIGURE 4 DEPTH LOG OF EXPLORATION USC SOIL DESCRIPTION TEST PIT FOUR 0.0 —1.0 GP 5/8 inch minus gravel with silt and sand (loose, dry) (All) 1.0 — 2.0 ML Brown rust stained silt with fine sand and roots (medium stiff, moist) (Relic Topsoil) 2.0 — 2.5 SP Gray medium sand (medium dense, moist) (Alluvium) 2.5 — 4.5 ML Gray -brown rust stained silt with fine sand and roots (soft, moist) (Alluvium) 4.5 — 7.5 ML Gray -brown rust stained silt with fine sand (medium stiff to very stiff, wet) (Alluvium) 7.5 — 8.5 SP Gray medium sand with trace silt and chunks of silty fine sand (medium dense, moist) (Alluvium) 8.5 — 9.5 SM Gray -brown rust stained silty fine sand (medium dense, wet) (Alluvium) 9.5 —10.0 ML Gray -brown rust stained silt with trace fine sand and roots (medium stiff, wet) (Alluvium) Samples were collected at 1.5, 5, 7, 8, 9, and 10 feet Groundwater seepage was not encountered. Test pit caving was not encountered. Test pit was completed at 10.0 feet on 8/24/2017 RN FILE NO. 3232-001A FIGURE 5 APPENDIX A 10/2/2017 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Williams Garage Mon October 2, 2017 20:28:20 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 20 3) Site Coordinates 47.49307°N, 122.2749°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III USGS-Provided Output SS = 1.501 g Si = 0.563 g SMS = 1.351 g SMl = 1.351 g Sns = 0.901 g Sol = 0.901 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ►ACE Res: arse Spectrum I ! I t 1 1 1 I 1 • iia, :9! =.. t:: „ .:.., ,. =✓N 7 ck9£Cj Des Response Spectauars Although this information is a product of the U.S. Geol5oical 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/cn2/designmaps/us/summary.php?template=minimal&latitude=47.49307&longitude=-122.2749&siteclass=4&riskcategory=... 1/1 6/1/2018 0 City of Tukwila Department of Community Development JODI WILKANSON 16521 HWY 99 - SUITE C LYNNWOOD, WA 98037 RE: Permit Application No. D 18-0003 WILLIAMS GARAGE/SHOP 12240 47 AVE S Dear JODI WILKANSON, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 1/4/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 7/4/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Permit Technician File No: D18-0003 iobi) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 11, 2018 0 City of Tukwila Department of Community Development JODI WILKANSON 16521 HWY 99 - SUITE C LYNNWOOD, WA 98037 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0003 WILLIAMS GARAGE/SHOP - 12240 47 AVE S Dear JODI WILKANSON, 0 Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. On the cover sheet provide calculations to show the total square footage of the lot. Show the total footprint of the structures (existing to remain and proposed) and provide the percentage of lot coverage of the buildings and impervious surfaces on the cover sheet. Do not include buildings to be removed. (18.10.057 Maximum Building Footprint) 2. The 11x17 sheets are ok except the engineer's drawings shall not be reduced sizes and shall be to the architectural scale as indicated on the details sheet. Provide engineers sheets to normal size sheets to scale. 3. Provide a geotechnical report for this site. All new constructed buildings shall have a geotechnical analysis of the lot and make recommendations for footing fill and other items that may be of concern for this building. 4. I could not find steel in the pole footing pads. Please clarify. Specify special inspections for the soil compaction and verification of materials for the footings. Typically, inspection is conducted by the soils engineer or special inspection agency. 5. Specify the sloping of the garage floor toward the garage doors or if floors are to be level show floor sloping to a floor drain. 6. The engineer's notes specify 2015 IBC. However, truss design specifies 2012 IBC. Revised notes to show all to comply with 2015 International Building Codes. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7. Please specify if a business shall be conducted in the shop. 8. Any structures to be demoed shall require a demo permit. The demo permit shall have final inspections prior to approval of the building permit. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Roof pitch must be a minimum of 5:12 (TMC 18.50.050); half of roof for proposed structure is shown as having a pitch of 2:12, less than the minimum required pitch. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Revise site plan sheet to include (1) F.F. elevation of proposed garage (2) contours and site spot elevations for your property/parcel (3) undergrounding of power from existing power pole to your proposed garage (and any other utility proposed) (4) proposed on-site drainage infiltration drywell, infiltration trench(es), and/or dispersion (5) drainage flow paths/arrows and downspout connection(s) to proposed storm system. 2. Show downspout system for new proposed garage. 3. Site plan does not show any storm drainage solutions for controlling roof runoff. Based on the square footage you can install a dry well, infiltration trench, or use splash blocks; as long as you don't adversely impact the adjacent properties. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, R-ta Bill Rambo Permit Technician File No. D18-0003 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 HERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0003 DATE: 06/18/18 PROJECT NAME: WILLIAMS GARAGE/SHOP SITE ADDRESS: 12240 47 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Er Public Works kl7 U°1jI Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 06/19/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/17/18 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 4ERMIT COORD COPY o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0003 DATE: 01/04/18. PROJECT NAME: WILLIAMS GARAGE/SHOP SITE ADDRESS: 12240 47 AVE 5 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: PrJ \ioI.11 Building Division gi -01 Corq, is-tO Public Works AM NW Fire Prevention Structural Has Corr12 l'8 -i8 Planning Division ip ❑ Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/09/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 02/06/18 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) ' (ie: Zoning Issues) E Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1-41 1 _ Bldg Fire 0 Departments issued corrections: Ping PW Staff Initials: u�2 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: lutp://www.ci.tukwilawa us Revision subminals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: June 8,2018 Plan Check/Permit Number: D18-0003 Response to Incomplete Letter # Response to Correction Letter # 1 O Revision # after Permit is Issued E3 Revision requested by a City Building Inspector or Plans Examiner Project Name: Williams Garage/shop Project Address: 12240 47 Ave S Contact Person: Jodie Wilkinson Phone Number: 425-743-1555 Summary of Revision: _Buildjja&Revjew: #1 & 2: issues addressed on revised Plans & Calculations CO #3 Geotechnical rAfort attached #4 addressed in Plans & Calculations& #5 Floor slope addressed in the small section of building that is not "shop" area 61) #6 Truss specs complying with 2015 IBC enclosed. #7 Shop is for personal use only #8 Removal of carport and shed will be part of the building project • RECEIVED CITY OF TUKWILA JUN 1 1 2018 PERMIT CENTER • D"*• IS' 1 1 1 7 • • evisesLplanslaaattach• ed Sheet Number(s): "Cloud" or highlight all areas of revision Includin ate retjsio Received at the City of Tukwila Permit enter by: . p\-01149 ij Entered in TRAKiT on iapplicationsIorms-applications on linetrcvision submittal Created. 1-13-2004 Revised: TOWN & COUNTRY POST FRAMLDS Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & industries Page 1 of 2 IMO A -Z Index Help My L&I Workplace Rights Trades & Licensing TOWN & COUNTRY POST FRAME BLDS Owner or tradesperson Principals MILLER, GLENN R, PRESIDENT Doing business as TOWN & COUNTRY POST FRAME BLDS WA UBI No. 600 461 076 Parent company PERMA BILT IND INC 16521 HWY 99 STE C LYNNWOOD, WA 98037-3199 425-743-1555 SNOHOMISH County Business type Corporation License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. TOWNCPF099LT Effective — expiration 06/30/1991— 06/30/2019 Bond No bond accounts during the previous 6 year period. Insurance RLI Ins Co $1,000,000.00 Policy no. QT104833 Received by L&I Effective date 08/17/2017 08/18/2017 Expiration date 08/18/2018 Insurance history Savings (in lieu of bond) $12,000.00 Received by L&I Effective date 02/16/2011 02/10/2011 Release date Impaired date N/A N/A Savings account ID Savings history Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. Help us improve httnc•//certIre_lni.wa_qov/verifv/Detail.asnx?UBI=600461076&LIC=TOWNCPF099LT&SAW= 6/28/2018 TOWN & COUNTRY POST FRAIABLDS L&I Tax debts No L&I tax debts are recorded for this contria license during the previous 6 year period, but some is may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account Is current. 447,126-00 ................................. Doing business as TOWN & COUNTRY Estimated workers reported Quarter 1 of Year 2018 "51 to 75 Workers" L&I account contact TO / KRISTINE HATHAWAY (360)902-4811 - Email: HATK235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 02/01/2018 Inspection no. 317947332 Location 522 N Sequim Ave Sequim, WA 98382 Inspection results date 01/11/2017 Inspection no. 317942657 Location 907 72nd Dr. SE. Lake Stevens, WA 98258 Inspection results date 02/02/2016 Inspection no. 317938543 Location 391 Sentinel Firs Road Port Hadlock, WA 98339 Violations Violations Violations Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600461076&LIC=TOWNCPF099LT&SAW= 6/28/2018