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Permit D18-0027 - FOLSOM RESIDENCE - ADU
FOLSOM ADU 14751 62ND AVE S D18-0027 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.eov 3597000092 1475162ND AVE S Project Name: FOLSOM ADU DEVELOPMENT PERMIT Permit Number: D18-0027 Issue Date: 3/30/2018 Permit Expires On: 9/26/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: FOLSOM LESLIE A 14751 62ND AVE S , TUKWILA, WA, 98168 MORGAN ELLIOTT Phone: (206) 354-2412 2320 29 AVE S ,SEATTLE, WA, 98144 BOY TOY MEN WITH TOOL BELTS LLC Phone: 18967 MARINE VIEW DR SW , NORMANDY PARK, WA, 98166 BOYTOTW9030S Expiration Date: LIBERTY MUTUAL SURETY 1001 FOURTH AVE - SUITE 1700 , SEATTLE, WA, 98154 DESCRIPTION OF WORK: 781 SQ FT ADDITION AND 218 SQ FT REMODEL IN EXISTING HOUSE TO CREATE A 999 SQ FT ADU PUBLIC WORKS ACTIVITIES INCLUDE - STORM DRAINAGE & EROSION CONTROL. Project Valuation: $120,488.37 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $3,269.01 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: J Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Lt/A.la1 D.,. �il�io�l8 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 d agree:the conditions attached to this permit. Signature: Date: 3 3V Print Name: R47.10 c't o7 - This- 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: The Supplemental Development Standards in the Tukwila Municipal Code (Chapter 18.50) require a minimum roof pitch of 5:12. Project is approved pending a minimum 5:12 roof pitch on the proposed ADU roof. 2: ***PUBLIC WORKS PERMIT CONDITIONS*** 3: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 4: 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. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 6: 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. 7: Storm drainage for the new adu addition is assumed to be tied into the existing storm drainage system for the existing house. If new downspouts are to be directed to a new storm drainage system, then provide a revision to this permit to Public Works. Coordinate with the Public Works Inspector. 8: ***BUILDING PERMIT CONDITIONS*** 9: 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. 10: 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. 11: 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. 12: 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. 13: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 14: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: 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. 21: 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. 22: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 23: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 24: 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). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 26: 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. 27: 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. 28: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 0 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKfrA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov ,r Building Permit No. D1(6-001-1 Project No. Date Application Accepted: Date Application Expires: 9 1'6 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: I 1 'JPAVESSuiteNumber:Tenant Name:fditOrY1 Prim,New Tenant: King Co Assessor's Tax No.: 9751 -oO c' VIZ. PROPERTY OWNER Name: LL -IE rOL OM Address: `111141 a N p AVE S City: 40 (LA State: W A Z1pmg CONTACT PERSON - person receiving all project communication Name: M 0 RGIA A auo r(n� ' Address: 22'O 2)1114 AVE J City: SE -Ayr -LE State: WA Zip: /8144 Phone: 9,44 sei4 .14 (Z Fax: - Email:I,`IO,1Q✓1 i-o,ei461Iiott-(J 9MA I. CO 01 GENERAL CONTRACTOR INFORMATION Company Name: Kai (N t,eLT Address:1 1 '1 wiz oj.- Vl.Ew pg. SW City: NoitmAND y pi4ja t State: wA Zip:78 / b A Phone: '5o qqi ' 6 i o Fax: Contr Reg No.: fzoyTer7/Ugo3(jgExp Date: /VA fig Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Floor: ❑ Yes ..No ARCHITECT OF RECORD Company Name: M og6A.k) 1203,Egr "` ' n j` Architect Name: � O R M�' ) EcrlT Address: 2,'W 2 ME- S City: S FA -TILE -State: w f Zip/81411- ip' [gl qTPhone: Phone: j(k)...f 24/2_ Fax: -- Email: n{r)!I(�yj i Obe( I1i'olV- @ 9rvuc;1. wbt, ENGINEER OF RECORD Name: L ! g gi"/ A41nVA L Svi er' Company Name: Ro 1 C N STIZ U Clv p,t City: s' Gtt I / (,Et State: Abi. Zip:'/52/ Engineer Nam.,: R O I C VW) C 1 SE Address: f 0. e,o,C Zgg 01 City: S E/ 1TLE State: wA Zip: p 7J/8 jt ?Fax: Phone: 20 71/5 - Email: m S r -o 1 chit vi 6 9 nl it,l. Gv +n LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: L ! g gi"/ A41nVA L Svi er' Address: //00 // VII A� l SU // �p �f City: s' Gtt I / (,Et State: Abi. Zip:'/52/ Page 1 of 4 BUILDING PERMIT INFORMATIE 206-431-3670 Valuation of Project (contractor's bid price): $ / y?2 v00 W/ 0 Existing Building Valuation: $ 1.11-0,e D 000 �1 Describe the scope of work (please provide detailed information): �1 ADP IITO T+Cl4 P V2 � MQPE1- i4 use SF A.9.U• Will there be new rack storage? ❑ ....Yes o If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below r•, *...1,-•s N,-,'-• `,..1, Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBCAp Type of Occupancy per IBC la` Floor : �' �/ ' ( 21 2 C: .. ; -.' .. - , V .F t• * .g -3 2"d Floor - 5d [ ®I j2 �/ 1D ‘2,—, 3 3rd Floor Floors thru Basement Accessory Structure* , Attached Garage v-, %C, 4;.. c- ,. , ®I b , , Detached4Oarage • • • ° • . s Attached Carport . _ 4y rx r_L I♦ Det eked Carport .' lc, ; • c, 1. -yr. -a - *yam .. '.._r , . Covered Deck 2/00 c L : *-4 111; '. I , r . Uncovered Deck 1,. J = t .�•� , • �y:.:, ' ' r' i' 1— 4t _, ' i l ; * 1 c.c..;^`yr k f PLANNING DIiISION`j : Single family building footprints (Area of the foundhtion of•1II structures, plus any decks over f S inches' and overhants greater han lid inch`e) "L% *For tntAccssory dwelling; pt'ovide the followings.j r-', • .'`•t • _ 2 Lot Area (sq ft): `q 2)14 r ,•• Floor aree•of principal dwelling: e50 9 R _ Floor area of accessory dwelling: 7a 3 *Provide documentation that showSttiat•the princi al,owner lives in one of the dwellings as his• lief prim residence..'; 1, . Number of Parking$tall,s,Prbylded'i l3'tentlarcl:• r,: r'!` - 7 1f Compact:' ; • , r • •`* 1^ +' Hanl ic�p."', ' ° ^- ••'i J Will there be a change in use? 0 Yes PI No If "yes':, explain: FIRE PROTECTION/HAZARDOUS MATERIALS: t • � J;�) — IV: - 0 V:-❑ • e•Sprinkiers•'; • ❑' -• • Automdtie F `eA'l4rm None., t , • 0 Other (specify). ,_ ,, c Will there,be,stvrage or use of,flammable, combufstible or haziardous mate tals in the building? • Di •` Yes 0 No If `yes', attach lisi of materials and storage iocations'dn d separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM :. I, c..;.;:::,,:. ❑ 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 \20I2 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO TION — 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 a.. Tukwila 0 ...Water District #125 0 .. Water Availability Provided ❑... Highline SeIrver District 4 .. Tukwila ❑ ...Valley View ❑... Renton 0 .. Sewer Use Certificate 0 ...Sewer Availability Provided 0... Renton 0... Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) 0... Geotechnical Report ❑ .. Bond 0...Insurance ❑... Easement(s) 0...Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 .. Total Cut .. Total Fill 5 cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control 0 .. Backflow Prevention - Fire Protection Irrigation ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage 0... Abandon Septic Tank ❑...Curb Cut 0...Pavement Cut 0...Looped Fire Line Domestic Water ❑...Grease Interceptor 0... Channelization 0 Trench Excavation ... Utility Undergrounding 0 .. Permanent Water Meter Size (1) " WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (I) " WO # (2) " WO # (3) " WO # ❑ .. Water Only Meter Size WO # 0 .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR A> TIIORIZED AGENT: Signature: ' Cd Print Name: 0 Mailing Address: 23W 24-r14 i 5 H:WpplicationsWorms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Date: Day Telephone: 21)6 " S54 -2,012. City State Zip Page 4 of 4 • e BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME (0 L5 ail A DU PERMIT # . b 10 - O 02? �� I4- 5t �o2rd Ave_ �- ) 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/Sewer6urface Watex7 "7oD $250 (1) Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. -7oa 11— 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 $ I') 52 (4) 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 a (1+4+5) $ 2-467S 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 $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 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 $ 4 (9) • ea) a.s BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches)--- Installation �___ Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $62-5--------__ $6005 » $6630 1 $1125 .— \ $15,01250' $16,137.50 1.5 $2425 x130,625 $32,450 2 $2825 48,040` $50,865 3 $4425 $96,080 ------- $100,505 4 $7825 / $150,125 $157,950 6 $12525 ` $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $69.87 D18-0027 Address: 14751 62ND AVE S Apn: 3597000092 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R14502 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Wednesday, May 16, 2018 Paid By: ROBERT MARTINI Pay Method: CREDIT CARD H42904 Printed: Wednesday, May 16, 2018 11:59 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT I QUANTITY PAID PermitTRAK $2,154.11 D18-0027 Address: 14751 62ND AVE S Apn: 3597000092 $2,154.11 Credit Card Fee $62.74 Credit Card Fee R000.369.908.00.00 0.00 $62.74 DEVELOPMENT $1,719.73 PERMIT FEE R000.322.100.00.00 0.00 $1,715.23 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $285.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $17.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $17.50 TECHNOLOGY FEE $86.64 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14122 R000.322.900.04.00 0.00 $86.64 $2,154.11 Date Paid: Friday, March 30, 2018 Paid By: RANDY HERIOT Pay Method: CREDIT CARD 08400D Printed: Friday, March 30, 2018 4:18 PM 1 of 1 CiliEWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 QUANTITY PAID PermitTRAK ,114.90 D18-0027 Address: 14751 62ND AVE S Apn: 3597000092 1,114.90 DEVELOPMENT $1,114.90 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R13660 R000.345.830.00.00 0.00 $1,114.90 $1,114.90 Date Paid: Thursday, February 01, 2018 Paid By: LESLIE FOLSOM Pay Method: CHECK 2737 Printed: Thursday, February 01, 2018 1:05 PM 1 of 1 CRWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit ‘41if -ccg71 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: �� T e of Ins ection: it- i'nttL Address: NDs / (Q7 Date Called: ,J75 Special Instructions: Wanted: Date Wanted: % olic �� tea, p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: rept-t; lei ill agi die q• per, All. Inspector:CL Dater 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 aoa7 Project:Type i5 om Ab of In�_spection: hiGG33�c,,!!77 Fit-. Date! Address: /Y75'/ &791/e5 I IC) Date Cal ed Special Instructions: Date Wanted: a3. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: L. ot -4t,„,,,tp 00, -414,4 (a_ 47, a 544 Ins;, or: Date! I IC) REINSPECTION FEE REQUIRED. Prior to next inspectidn, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Devoi7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: A) TbI. Tug_ of Inspection: tieteJi FWAL (d�ress:S /q7J/ 2 Ac . Date Called: Special Instructions: 253-2q3-2.9.3 4/I Date Wa ted: $�- 7 -20e a.m. p.m. j�bh — -, T Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 3"-;(6ecil I e t°.tat (V e 544,10k CI ✓ ,friet,41 itt ZL Al -et 4,06 ivih %21P c 3 , ► A ,des ei- r.eazor• c&a_voene,6-1zitiais t/i femo:44e)st,,e_ Lh �.� e ✓L, pekiC.m gip,/%. /t%ess Insp ctor: Date: D aCc cS5 , LI' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be aid at 6300 Sout t B1 ., Suite 100. Call tgschedute 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 Dig -0927 Project: 1,5f)/vi . A Typ of Inspectio N)n a o r (1,a i i1v s irr dd ress:1 Ai 75/ 677- Ave-,Sh flats-Ga1 di cL x Special Instructions: Date Wanted: 6.-2-2- - 7j / a.niy �p.m. Requester: Phone No: Approved per applicable codes. L.l Corrections required prior to approval. COMMENTS: Ftex7r OS tit.L,R .4-t o,J 6rt Inspector: Date zcir 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:)��,>> `` ,�'] j�, Type of Inspection: Address:) Date Called: /y75'i 62 fig 5 Special Instructions: Date Wanted: Wanted: .rn. m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date �-Z1— i f 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 450 VI M Type of Inspection: arratw c 1 G Co47.c?5 Address: Date Called: Special Instructions: Date Wanted: ,�+' a.m. /14 -zo(J� p.m. lD ` S/ Requester: Phone No: Approved per applicable codes. n Corrections required prior to approval. COMMENTS: " I 1 'e4.. .2 VV ,I —vas-w►!Ay mY ft 1 ID .tom h d4- deciC Tik6 4.0, S i/il scis ov'e- • - rill rQ 6a• 0 eL�ur Acwais _gturr%l,,iC a ha...„-ve to satfic. tietcce i4D-/ ex.} ) h I GtSj uz t- is 1 . )c G/c -to /,-6(4.4..``r-e Inspector gaa Date.. J9 Je Jr 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: Type f Inspection, lrt Address: /'/751 (p �CQ -+— Date Called: Special Instructions: Date Wanted:a.m. �. S- ��� p.m. Requester: Phone No: 0 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS7 (31&- P6'1" -DzcL K'ov hkg Inspector: COO Date: zog REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ON NO. D1e6-oe2 7 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: �� dL5 kst Tyke of I pectin lyJ�r., +� ) n Address: /L/75/ C Z.j-Tvc� . Z-Gl S rll Special Instructions: Date Wanted: 5- ..3 - 20 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: D £J€4 Siwricl4;01/5 Date: SZ3Zd/K REINSPECTION FEE REQUIRED. Prior to next ins p ction fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt 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 D11ra02'7 Project: F&I-Seti AW Tye of Inspecti n: Address: , n' -e_g /y 7,5--/ 6Z— 1�1Y di Calked: LL 6,NNe( �-F Special Instructions: Date Wanted: a.rr}i 5-22-20 lk- p.m. Requester: `` ( ,..).01r r , Phone No: P53 -z,3 -yea Approved per applicable codes. :orrections required prior to approval. COMMENTS: / v ' t. Date: 5-22-2 ''.r I. % a C Sh441- i'I.C_Om - Yr) . „ b,r'/z45 , G c,Cr 2x e-Vior gJ Grp 1 4)(74. f 1,1-4 ppi4, Loc s our AO/Ab! IS .13 3 , Sq-i►fe,-, Alk - I<1 rt,c( SAtsic CD Or, Ins pecto r: ' t. Date: 5-22-2 ''.r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / 5 INSPECTION RECORD Retain a copy with permit Dig 0027 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 Ak Project: Fo-.i Type of inspection Foo�'1 f c-4 r Address: 01) 1 L17512-- AV e_ Date Called: Special Instru ions: Date Wanted: Fri) Requester: Phone No: ci (20-6) - 2111 2- 0 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: codi Inspector: Date: 5_, 7.2.0 ,/./ 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 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: F /sou) AD U Type of Inspection: S D Address: /y7.17 to e 5 Date Called: 05/174? Special Instructions: / Date Wanted: / G 5/1c`h Fn./1 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: it) tuTh Iter/eft/11A_ Dat SI (OM REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dig-OO27 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: - /� ^ -O t s i 4b U ► Type of Inspection: C" eif l' 4 car 4�rn i �'7�`i Address: / 75/ 62 4\tee .5. '- (% d4 . -.1 br& S Special Instructions: Date anted: 5_ t _ ?4, m Requester: Jolir a,OA) Phone No: _ 3– 29 3 Zg.3a Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 F 4-1 b :As —CA. •__.II--'' .0.3 �,,�/ i% I i'�' air. / l l.I. t! ,!"� - ChF/I'Gt. /!7I / .0 - ( Lit 'ICS - f Zek) al,e. /l)ai-c fo, = :17 rot Piiiij-S 1.i)C6kla 0 S G/z-1z5 3" 5'11100 -Hi. ,- citykdoit- r -too irD-ve.49 Inspecto . Dates /_2'/m' 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 pis -0027 Project: Pb Type of Inspection: o�� A�t� /11 7,5 / lv2 "'Wed S, oLLSa 1 t_ Fo c i(a'�ton W /"s / Special instructions: #.-P i Date Wanted: y ...2.0.. �i _ .rn p.m.. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: - o (,( 1 t ,y� J Fi.3 n. eA0 b C Pt '4-,o n Inspector: ate: 2 —z /( 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 D(S -602.7 Project:Lso m(A Type of Inspection: FCInfin /'A1751 6Z / I 4 S Date Called: cir Li Special Instructions: / 1 Date Wanted: 4/-/2-2 f a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. OMMENTS: s Foci -AT c ,prf-T,r7,40) ie -sot a nw: [1 k iet4k4 Inspector: Date: e 0olg 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 Dia -002-7 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:�O IsnM PkIJkA, Type of I�pecti n:, F-obl-inci Address: ix 14151 62.— Ave, S. Date Called: Special Instructions: R }114 . Date Wanted: 4/- 9 - 2,)01, Requester: Phone No: Approved per applicable codes. IBJ Corrections required prior to approval. COMMENTS: ,zs4-w,5- ✓1Ce?p le biJer6Q 4-0 El9Dx. s(.(k 'jou* 1 vvt-77 -e_xi -S411 ri • 11- 15` Yrec v (ifi �J�1- ,mss ,r1�.�u„ r4 a treAt- p( eS ale Me Firrfrt 4juy,t C/--tar).L r1tr WLR Inks vii-- 46 l'eiC,Cck\.Jc4.4. outotkini) ex,-sALoy ,2 $c Fa'h r. elet-Jov•v'� See '� < < 5 lled 3 �i m ii/gib Fautv4. 41,11 titSpt • Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. -6Z2 C(2„„it__, REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2018 City of Tukwila BUILDING DIVISION IFILM oF- RECEIVED MAY 0 7 2018 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA WILA MAY 07 2018 PERMIT CENTER DRAINAGE EZFLOW®: A BETTER FRENCH DRAIN F7#Iow® Drainage Bundles Gravel -free installation provides up to 50% labor savings over traditional systems Better flow through and detention volume than traditional systems Durable with a 100 -year lifespan Projects qualify for LEED credits EZflow is a key component in the NDS S5 system EZflow'-' drainage bundles are 10 feet in length with a slotted pipe surrounded by expanded polystyrene aggregate and enclosed in geotextile mesh. Configurations are available in 7 -inch bundles with or without a 3 -inch pipe, 10 -inch bundles with or without a 4 -inch pipe, and 15 -inch bundles with or without a 6 -inch pipe. Accessories include 3 -inch, 4 -inch, and 6 -inch internal couplers and end caps. EZflow bundles can also be used with internal tees, and internal wyes. The 15 -inch bundles are available with the pipe located in the center or bottom of the bundle for varying applications. Unless specifically required by code or other requirement, the pipe can be either centered or at the bottom of the bundle. Applications GEOTEXTILE MESH FABRIC GEOSYNTHEI1C POLY -ROCK AGGREGATE RECEIVED MAY 0 7 2018 TUKWILA PUBLIC WORKS SLOTTED CORRUGATED DRAIN PIPE R _VIEWED FOR CODE COMPLIANCE AF PROVED Freneh/InterceptorDrans Pieter/Retaining Walls Foundation Drains Basement/Cr LDING DIVISION EZflowk' drainage systems are appropriate for a wide range of applications and are a convenient alternative to traditional stone and pipe drainage, storage and infiltration systems. EZflow drainage systems can be used as a substitute for stone in most applications where the stone is not utilized for structural support A professional engineer, landscape architect or other qualified design professional should be consulted for complex applications. Product selection is relative to the desired application and benefits from establishing anticipated flow into, through and out of a prop�i A C ��� f fp drainage system configuration. Selection considerations include: bundle sizing and storage volume, the presence or absence of pipe, OF TU K ri rlI LA size and location within the bundle, and arrangement of bundles. Design factors may inclCde: length of system, watershed area, soil type and permeability, groundwater levels and system discharge opportunities. EZflow"-' drainage storage volumes and pipe discharge rates are listed MAY 07 2018 on the next page. PERMIT CENTER 10 Product Catalog 2018 APPLICATIONS Foundation and Footing Perimeter Drains NDS WE PUT WATER IN ITS PLACE Foundation and footing perimeter drainage systems prevent moisture from entering a building basement or crawlspace through interception and removal. Aggregate -only EZflow drainage bundles stacked along the foundation wall face within 18 inches of exterior finished grade will intercept groundwater effectively and drain to a bundle with pipe below. PLACEMENT Ideal placement for the EZflow drainage bundle with pipe in a foundation drain is at the footing toe along the entire building foundation perimeter, or at a minimum, below the finished grade elevation of the interior basement or crawlspace. The drain should have a continuous slope and outlet that runs to the drainage point. The system outlet should slope greater than the footing perimeter drain and have a di- ameter equal to or preferably greater than that of the drain pipe. Note: It is important that roof runoff not drain directly into foundation and footing drains, although it is acceptable to connect these systems in a manner that prevents roof runoff from entering the foundation and footing drain system and allows them to discharge together. PRODUCT The EZflow 10 -inch drainage bundles with integrated 4 -inch pipe are suitable for most foundation conditions. If there is over 200 feet of footing or high groundwater conditions, consider an additional outlet or using the 15 -inch bundles with integrated 6 -inch drain pipe. FINISHED GRADE EXTERIOR AGGREGATE -ONLY BUNDLES TO WITHIN 18 IN. OF FINISHED GRADE (TYPICAL) LOCATE EZflow BUNDLE WITH PIPE AT FOOTING TOE OR, ATA MINIMUM, BELOW ELEVATION OF INTERIOR FINISHED GRADE OF BASEMENT/ CRAWLSPACEAND SLOPE TO DISCHARGE PONT J ti FOUNDATION WALL INTERIOR (SEE BASEMENT CRAWL SPACE DRAIN DETAIL) FINISHED GRADE INTERIOR FOOTING ALTERNATE CONFIGURATION INSTALLATION INSTRUCTIONS The steps below offer typical installation practices for perimeter drains and will vary based on site conditions. 1. Starting at the discharge point or where connections to downstream piping will be made, place the EZflow drainage bundles with pipe next to the foundation footing, or at a minimum below the basement or crawlspace finished floor elevation, but at a maximum of 12 feet. The bundles must run along the entire footing perimeter and be placed upon a prepared subgrade base sloped evenly to drain. Use an end cap at any high point and fully insert proper couplings at all system connections. 2. Place aggregate -only bundles above and touching the pipe -containing bundle, ensuring hy- draulic connectivity over the footing. Place additional aggregate -only bundles up the foundation wall to the desired height, generally within 18 inches of finished grade. Bundles can be held in place with stakes as needed prior to backfilling. Avoid tearing the mesh fabric when staking. 3. Backfill the foundation excavation according to the site pia• . re.thatno large stones REVIEWED FOR CODE COMPLIANCE APPROVED or debris are in contact with the EZfow drainage system. RECEIVED ITV OF TU KWILA MAY 072018 PERMIT CENTER 12 Contact NDS at 1-800-726-1994 for additional i format Y 16 2018 City of Tukwila BUILDING DIVISION 1 EZfiow EZ Flow French Drain Technology - Landscape Drainage Proz • Landscape drains • • roof run-off drains • basement or crawlspace dewatering • retaining watt drains • foundation or perimeter drains • interceptor drains • curtain drains To review detailed product specifications, case studies and more, please visit the manufacturer's website. REVIEWED t=OR CODE COMPLIANCE APPROVED MAY 16 2038 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T U'K'V LA MAY 07 2018 PERMIT CENTER 4 httpsa/landscapedrainageproz.com/ez-flow-french-drain-technology/?gclid=EAIaIQobChMI20etvZrl2gIV jMhkCh3m2wtbEAMYAyAAE063PD_BwE __.••!r!!' -m G E O R E S O U RC E S earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Ms. Leslie Folsom 14751 - 62nd Ave S Tukwila, WA 98168 Attn: Mr. Morgan Elliot (206) 354-2412 morganrobertelliott@gmail.com REVIEWED FOR CSE JOMPLAANCE APPROVED MAR 2 7 2018 rasa CV of T }Ikwila BUILig NG E is`itil it RECEIVED CITY OF TUKWILA 0-i 21 23T PERMIT CENTER March 12, 2018 A RECT N . LT R# ---- INTRODUCTION This limited geotechnical engineering report summarizes our site observations, subsurface explorations, and engineering analyses and provides geotechnical recommendations and design criteria for the proposed additional dwelling unit (ADU) to be located at 14751 - 62nd Avenue South in the Tukwila, Washington (PN: 3597000092). The approximate site location is shown on the Site Location Map, included as Figure 1. Our understanding of the project is based on our telephone conversations with Mr. Elliot, our review of the provided plans, our review of the February 12, 2018 Correction Letter #1 from the City of Tukwila Department of Community Development (DCD), and our experience in the area. We understand that you propose to construct a ADU expansion to your existing residence, and the City is requiring a Geotechnical Engineer to provide allowable bearing capacities for the onsite soils and footing drain recommendations to be used in the design of the ADU. Limited Geotechnical Engineering Report Proposed Additional Dwelling Unit 14751 - 62nd Avenue South Tukwila, Washington PN: 3597000092 Doc ID: Folsom.62ndAveS.L SCOPE The purpose of our services is to evaluate the surface and subsurface conditions across the site as a basis for providing limited geotechnical recommendations and conclusions. Specifically, the scope of services for this project included the following: 1. Reviewing the available geologic, hydrogeologic and geotechnical data for the site area; 2. Exploring subsurface conditions across the site by performing 2 hand augers at select locations in the footing area of the proposed ADU; 3. Collecting select soil samples from the explorations and classify the site soils in accordance with ASTM D 2488 and the USCS; 4. Describing surface and subsurface conditions, including soil type D1oo'i Folsom.62ndAveS.L March 12, 2018 page 12 5. Preparing a written Geotechnical Engineering Letter summarizing our site observations and conclusions, and our geotechnical recommendations and design criteria, along with supporting data. The above scope of work was summarized in our Proposal for Geotechnical Engineering Services dated February 28, 2018. We received authorization on March 5, 2018. SITE CONDITIONS Surface Conditions The site is located at 14751 - 62nd Avenue South in Tukwila, Washington, within an area of existing residential development. The site is situated at the corner of 62nd Avenue South. The site is irregular in shape, and measures approximately 20 to 65 feet wide (north to south) by approximately 130 to 365 feet deep (east to west). The site is bounded by existing residential development to the south southwest, 59th Avenue South to the west, a private access road the east, and by 60th Avenue South. The existing driveway and house are located on the east of the site. The proposed ADU location is currently vegetated with grass lawn areas. The topography of the site generally slopes down to the east at around 2 to 5 percent for about 10 feet of total relief. The anticipated area of the ADU is currently leveled. The existing site layout is shown on the Site and Exploration Plan, included as Figure 2. Site Soils The USDA Natural Resource Conservation Service (NRCS) Soil Conservation Survey (SCS) maps the site as being underlain by Urban Land (Ur) soils. These soils are characterized by alterations from human activity. Urban land soils are associated with built environments of urban areas, encompassing large areas completely covered by impervious surfaces such as asphalt, concrete, or rooftop. An excerpt from the NRCS soils map is included as Figure 3. Site Geology The Geologic Map of the Des Moines Quadrangle, King County, Washington by Derek B. Booth and Howard H. Waldrom (2004) maps the site as being in an area underlain by glacial till (Qvt) and Bedrock. The glacial till geologic unit was generally deposited during the most recent Vashon Stade of the Fraser Glaciation, some 12,000 to 15,000 years ago. The glacial till consists of a heterogeneous mixture of gravel, sand, silt, and day that was deposited at the base of the advancing glacier and was subsequently overridden by the continental ice mass. The glacial till is considered to be over consolidated and typically has high strength and low compressibility characteristics. The bedrock in the vicinity of the site is mapped as generally unclassified intrusive rocks (Ti) and the Renton Formation (TPr). The intrusive rocks consist of irregular masses of igneous rocks and the Renton formation primarily consists of arkosic sandstone, with interbeds of siltstone and mudstone. An excerpt of the above referenced geologic map is included as Figure 4. Subsurface Explorations On March 12, 2018, a representative from GeoResources, LLC (GeoResources) visited the site to perform the excavation of two hand auger explorations to depths of about 6 to 9.5 feet below the GEORESOURCES Folsom.62ndAveS.L March 12, 2018 page 3 existing ground surface, logged the subsurface conditions encountered in each hand auger, and obtained representative soil samples. The number and location of the hand augers were selected in the field based on project information provided by you, our understanding of the proposed development, consideration for underground utilities, existing site conditions, and current site usage. Each hand auger exploration was then backfilled with the excavated soils, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience in the area and extent of prior explorations in the area, it is our opinion that the soils encountered in the explorations are generally representative of the soils at the site. The approximate locations of our hand augers are indicated on the attached Site and Exploration Map, Figure 2. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) and ASTM D: 2488. The USCS and descriptive hand auger logs are included in Appendix A. Subsurface Conditions Our subsurface explorations generally confirmed the mapped stratigraphy at the site. In general, our hand auger explorations encountered about 6 inches of topsoil and rootzone mantling 3 to 4 feet of tan to brown silty sand to sandy silt that generally appeared to be in a loose to medium dense, moist condition. Below the upper soils our hand augers encountered orange -brown or orange and gray silty sand to sandy silt with variable, trace amounts of gravel that appeared to be in a medium dense, moist condition. We interpret these soils as consistent with weathered glacial till and glacial till. Groundwater Conditions Groundwater seepage was observed in hand auger exploration HA -1 at about 9.5 feet below the existing ground surface. We anticipate that the encountered groundwater is representative of seasonal perched groundwater. Perched groundwater develops when the vertical infiltration of precipitation through a more permeable soil is slowed at depth by a deeper, less permeable soil type, such as till or certain bedrock types. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off-site construction activities, and site utilization. ENGINEERING CONCLUSIONS AND RECOMMENDATIONS Based on the results of our data review, site reconnaissance, hand auger explorations, and our experience in the area, it is our opinion that the proposed residential ADU is feasible from a geotechnical standpoint, provided the recommendations included herein are incorporated into the project plans. Shallow Foundation Support Based on our observations, it is our opinion the proposed ADU can be supported on footings that bear directly on the medium dense to dense native soils or on suitable structural fill that extends down to native soils. The soil at the base of the excavations should be disturbed as little as possible. All loose, soft, or unsuitable material encountered during excavation should be removed and GEORESOURCES Folsom.62ndAveS.L March 12, 2018 page 1 4 replaced. A representative from our firm should observe the foundation excavations to determine if suitable bearing surfaces have been prepared. Based on the subsurface conditions encountered, we visually classified the soils at the proposed bearing elevation as silty sand (SM) in accordance with ASTM D 2488. For shallow foundations bearing on these soils, per the 2015 International Building Code, Table 1806.2 - Presumptive Load -Bearing Values, an allowable bearing capacity of 1,500 psf may be used for silty sand (SM) soils. The allowable bearing values may be increased by one-third for transient loads such as those induced by seismic events or wind loads. We recommend that footing drains be installed for the ADU in accordance with IBC 1805.4.2. The roof drain should not be connected to the footing drain. All drains should be connected to an approved discharge point. A typical footing drain detail is shown on Figure 5. LIMITATIONS We have prepared this report for use by Ms. Leslie Folsom, and other members of the design team, for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on our subsurface explorations, data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the Toads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. GErEs OU-` Folsom.62ndAveS.L March 12, 2018 page 5 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Jon Zhdanov, EIT Staff Engineer -in -Training Seth Mattos, LG Project Manager JZ:STM:DCB/jz Doc ID: Folsom.62ndAveS.L Attachments: Figure 1: Site Location Map Figure 2: Site & Exploration Plan Figure 3: NRCS Soils Map Figure 4: Geologic Map Figure 5: Typical Footing Drain Detail Appendix A - Subsurface Explorations Dana C. Biggerstaff, P.E. Senior Geotechnical Engineer GEORESOURCES 147t11 St $14'Vt a Approximate Site Location (map created from King County Public GIS https://gismaps.kingcounty.gov/iMap/) Not to Scale G EORESOU RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 ( Fite, WA 46424 263.646.1011 1 www.6eoresources.rocks Site Location Map Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Doc ID: Folsom.62ndAveS.F February 2018 Figure 1 Approximate Site Location (map created from King County Public GIS https://gismaps.kingcounty.gov/iMap/) t' Number and approximate location of hand auger Not to Scale G EO RESO U RCES earth science & geotechnical engineering 5007 Pacific Hwy E. Suite 16 fife, WA 98=24 1 2533,8%.1011 www.georescurces.rocks Site and Exploration Plan Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Doc ID: Folsom.62ndAveS.F February 2018 Figure 2 Approximate Site Location (map created from Web Soil Survey(ht:tp://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) Soil Type Soil Name Parent Material Slopes - Erosion Hazard - Hydrologic Soils Group Ur Urban Land - Not to Scale GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesaurces.rocks NRCS Soils Map Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Doc ID: Folsom.62ndAveS.F February 2018 Figure 3 ,w 5 Approximate Site Location Excerpt from the Geological Map of the Des Moines 7.5 -minute Quadrangle, King County, Washington by Derek B. Booth and Howard H. Waldron (2004) Qvt Vashon Till Ti Intrusive Rocks Tpr Renton Fm. GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 48424 1 253.896.1011 www.georesaurces.rocks USGS Geologic Map Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Not to Scale Doc ID: Folsom.62ndAveS.F February 2018 Figure 4 ROOF DOWNSPOUT TO CONNECT TO ROOF DRAIN SYSTEM PER CIVIL PLANS. FINAL GRADE ROOF DRAIN SYSTEM TO CONNECT TO STORM SYSTEM PER CIVIL PLANS. WASHED ROCK OR PEA GRAVEL, SEE NOTES. REFER TO STRUCTURAL DRAWINGS FOR FOUNDATION DETAILS FLOOR SLAB OR CRAWL SPACE, PER ARCHITECTURAL PLANS • PVC PIPE, SEE NOTES. 4. I•• •: 1...)., 4 _L! 114 NOTES: • NOT TO SCALE • 4"0 MIN PVC PERF PIPE FOOTING DRAIN TO CONNECT TO STORM SYSTEM TO DAYLIGHT TO LOWER GRADE. • PIPE TO BE BEDDED IN PEA GRAVEL OR WASHED ROCK (LESS THAN 2% FINES) 6" MIN EACH DIRECTION AND WRAPPED IN NON -WOVEN (PERMEABLE) FILTER FABRIC. • PVC PERFORATIONS TO FACE DOWN. • FOOTING DRAIN TO BE LOWER THAN CRAWL SPACE AND ALL OTHER INTERIOR ELEVATIONS. GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Footing Drain Typical Detail Bearing Capacity Evaluation 14751 - 32nd Avenue South Tukwila, Washington PN: 3597000092 DocID: Folsom.62ndAveS.F5 February 2018 Figure 5 Appendix A Subsurface Explorations SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 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 D2488-90. 2. Soil classification using laboratory tests is based on ASTM D2487-90. 3. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. SOIL MOISTURE MODIFIERS: Dry- Absence of moisture, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table GEORESOURCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Unified Soils Classification System Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Doc ID: Folsom.62ndAveS.F February 2018 Figure A-1 Depth (ft) Hand Auger HA -1 Location: Approximately 5 feet south of the existing residence Elevation: Approximately 210' Soil Type Soil Description 0.0 - 0.5 0.5 - 3.0 3.0 - 9.5 Depth (ft) SM ML/SM Topsoil/rootzone Brown silty sand to sandy silt (loose to medium dense, moist) Orange -brown sandy silt (medium dense, moist) (weathered ablation till?) Terminated at 9.5 feet below ground surface. No caving observed at the time of excavation. Groundwater seepage observed at 9.5 feet below ground surface. Hand Auger HA -2 Location: Approximately 5 feet southwest of the existing residence Elevation: Approximately 210' Soil Type Soil Description 0.0 - 0.5 0.5 - 4.0 4.0 - 6.0 Logged by: JZ SM ML Topsoil/rootzone Tan to brown silty sand to sandy silt (medium dense, moist) (weathered till) Orange and gray sandy silt, trace gravel (stiff to very stiff, moist) (silty glacial till) Terminated at 6 feet below ground surface. No caving observed at the time of excavation. No groundwater seepage observed. Excavated on: March 12, 2018 GEORESOU RCES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 1 Fife, WA 98424 1 253.896.1011 1 www.georesources.rocks Hand Auger Logs Bearing Capacity Evaluation 14751 - 62nd Avenue South Tukwila, Washington PN: 359700-0092 Doc ID: Folsom.62ndAveS.F February 2018 Figure A-2 APPROVED MAR 2 7 2018 ,Ci r of Tukwilo F'1Lawe Structural Calculations for Permit Folsom ADU 14751 62nd Ave South Tukwila, WA 98168 January 30, 2018 Prepared By: iz0(01 STRUCTURAL P.O. Box 28809 1 Seattle, WA 98118 msroichang@gmail.com 1 206.745.2967 bt9o.z7 RECEIVED CITY OF TUKWILA FEB 01 2018 PERMIT CENTER Page 1 of 27 1 izO(Of STR UCTURAL Job Name: Folsom ADU Date: 1/22/2018 Component Weights Roof Assembly Caa Trusses Metal roof Felt/Roof board Rigid insulation 1/2" ply shthg Pre-Manuf Trusses @ 24"oc GWB M/E 2.5 1 3 1.8 3.5 2.8 1.5 Flat 16.1 19 degree slope 17.02769 Floor Assembly Hardwood 4 3/4" ply shthg 2.2 2x10 @ 16"oc 2.54 Insulation 1 GWB 2.2 Acoustic panel 1 M/E 2 --> 14.94 --> Deck Assembly IPE Wood decking 4.5 2x8 @ 16"oc 2 2x blocking 1 Misc 2 9 Exterior Wall Assembly Cedarshingles =1 2x6 frmg w/shthg + gwb + insul Interior Wall Assembly 2x4 framing w/shthg + gwb Exterior Door/Window cladding 9.5 --> 3 9 12 --> 17 psf 15 psf 10 psf 12 psf 10 psf 10 psf Live Load Summary Roof Floor (Residential) Deck (Residential) Page 2 of 27 STRUCTURAL Job Name: Folsom ADU Date: 1/22/2018 WIND - COMPONENTS & CLADDING Design Criteria: (Ref ASCE 7-10 Section 30.4 Low -Rise Buildings) V= 110 mph EXP B h = 20 ft, max B= 40 ft L= 83 ft 9 = 19 °, max Kzt = 1 Kd = 0.85 Kz = 0.7 G = 0.85 GCpi = 0.18 +/- Velocity Pressure (EQ. 30.3-1): qz = 0.00256 Kz*Kzt*Kd*VA2 = 18.43 psf Width of Pressure Coefficient Zone (ft): a = min(0.1*(min B, 1), 0.4*h) and not Tess than 0.04*(min B,L), 3ft CONTROLS a= 4 ft 1 a min = 3ft I 2a= 8 ft I External Pressure Coefficient, GCp for A(effective) = 20ft^2 (Figures 30.4-1 through 7): (-) ROOF GCp(1) = GCp(2) = GCp(3) = GCp(ovrhg) = 0.45 -0.85 0.45 -1.5 0.45 -2.4 0 -2.2 WALLS GCp(4) = GCp(5) 0.9 -1.1 0.9 -1.3 Design Wind Pressures (EQ. 30.4-1): p(c&c) = gh[(GCp)-(GCPi)] (psf) Page3ol27 ZONE (GCp+)-(Gcpi-) (GCp-)-(Gcpi+) p(c&c) - ULT p(c&c) - ASD (1) 0.63 -1.03 18.98 psf 11.39 psf ROOF (2) (3) 0.63 0.63 -1.68 -2.58 30.96 psf 47.55 psf 18.58 psf 28.53 psf OVRHNG 0 -2.20 40.55 psf 24.33 psf (4) 1.08 -1.28 23.59 psf 14.15 psf WALLS (5) 1.08 -1.48 27.28 psf 16.37 psf Page3ol27 1/21/2018 14751 62nd Ave S 14751 62nd Ave 3 - Google Maps Ilevue EST BELLEVU NORTH ADMIRA aux Arts nage WEST sEATT Mercer Island BEACON HULL iOR0ET0wN DELRID HOLLY RAINIER VALL ROXHILL AUNTLEROY White Center 40, • 14751 62nd Ave S Tukwila, WA 98168 47.470579,-122 258266 X Map data 02018 Google 1 mi haps://www.Google.oom/maps/plaoe/14751+62nd+Ave+S,+Tukwila,+WA+98188/447.5359897,-122.2925929,122/data=14m513m4h80x548oiT0127 a i... 1/1 ' 1/21/2018 Design Maps Summary Report USGS Design Maps Summary Report User -Specified Input Report Title Folsom ADU Sun January 21, 2018 20:09:38 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47058°N, 122.25827°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III $U64Afill*" Tr BASE BOEING FLDK1► 0rort. USGS-Provided Output Ss = 1.468 g S1 = 0.548 g SMs = 1.468 g SM1 = 0.822 g SDs = 0.979 g SD1 = 0.548 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I.CS I"Ja 1 Ss I .a i as rn a_�7 ° a c/ am au 0 }7 ar ao7 MCEa, Resociioo Spec .: u:n aa7 aza ala CI w am; I.01 I.zA 4 43 i w 200 Period, T (sec) 1.10 1.01 n.Ya am uro a f+a ° anu a40 097 a:0 a lu 000 For PGAM, T„ CRS, and CRl values, please view the detailed report. 0esagn Response Sum (Pa a<a Ci 40 aw a97 Ia7 Period. T (sec) I40 I40 I Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. https://earthquake.usgs.gov/cn1/designmaps/us/summary.phOtempiate=minimal&latitude=47.470579&longitude=-122.256266&siteciass=?Ofigaggo .. 1/1 (;*,) ..., 1-r- %Jutt, - 14p5k 2 #O, q 13,0. PIS Prot STRUCTURAL PA. Box 26809 1 Seattle, WA 98118 Ai h ligt !waM.cornJ .colk 2964 45.29.7 7 Dek"14 cD Oes 1 CI( F.X. aat l ? (10Ft 'e5. x�z1'C) s et' 30,it 3 =in i i .UPL 012C4-. to -1 (ce-NT 4k.‘ .Its' iZZ(19) t 4.st,rie 2 51,4 'ft't -za C`crt y (1i 4P C . (Z ') 5p1 z'i T'ft. 042 let—SAM si2 4 Uc 4 `y1TeN 2 som STRUCTURAL P.O. Box 28809 Seattle, WA 98118 msroichang@gmail.com j cell: 206.745.2967 Protect papa 7 ef27 AO WI STRUCTURAL P.O. Boat 28809 1 Seattle, WA 98118 rosididwanagmall.com 1 con: 206.745.2967 dtL._ izO(Of STRUCTURAL Job Name: Folsom ADU Date: 1/22/2018 WIND - MWFRS Design Criteria: (Ref ASCE 7-10 Section 28.5 Enclosed, Simple Diaphragm, Low-rise) V= 110 mph EXP B h= 20 ft, max h1= 20 ft h2= 8ft B = 40 ft L= 83 ft = 19 ', max Kzt = 1 = 1 a= 4ft 2a = 8 ft Design Wind Pressures (EQ.28-6.1): (Ref Wind C&C calc page) ps = A*Kzt*Ps30 (psf) ZONE ps30 (psf) Ps (psf) A 26.1 26.10 B -7.2 -7.20 C 17.4 17.40 D -4 -4.00 OVRHNG -32.3 -32.30 BASE SHEAR: Load Case A - N/S Direction A(A) _ A (B) = A(C) = A(D) = 68 ft^2 24 ft^2 1190 ft^2 360 ft^2 VN/s= 20868 Ib (ULT) < V seismic = 21017.7 lb(ULT) SEISMIC GOVERNS Load Case B - E/W Direction A(A) = 106 ft^2 A(C) = 773 ft^2 V E/w = 16216.8 Ib (ULT) < V seismic = 21017.7 lb(ULT) SEISMIC GOVERNS 2a L j Page 9 of 27 4C l6 11'4 soca) .) Zeal. 1.1-11)-(e or4iito')(41a-,z_ (6,0)te) .� `Tw 0, 02. (20) o CC,Hf4v STRUCTURAL P.O. Box 28809 I Seattle, WA 98118 msrokhangegmall.com 1 cell: 206.745.2967 Protect PcectNo De9aner Date I z,ziAl ..._ Page 10 of 27 STRUCTURAL P.O. Box 28849 1 Seattle, WA 98118 msrokharggmail.com 1 call: 206.745.2967 I De Pmt Date 1 sheet Page 11 of 27 1 F O R T E' MEMBER REPORT Level, Wall: Header (6'span) 1 piece(s) 4 x 10 Hem -Fir No. 2 0 Overall Length: 6' 3" 4' 6' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. + 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1654 0 0 2126 (1.50") Passed (78%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1180 0 10 3/4" 3723 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2584 0 3' 1 1/2" 4879 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.030 0 3' 1 1/2" 0.208 Passed (L/999+) -• 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (In) 0.061 0 3' 1 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs) 276 0 6' 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 239 0 5" 5180 Passed (5%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lbs) 4320 mid -span 2825 Passed (15%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.0490 mid -span 0.625 Passed (L/999+) -- 1.0 D + 0.6 W BI -Axial Bending 0.46 1.00 Passed (46%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (11360) and TL (L/240). • Lateral deflection criteria: Wind L/120) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 833 820 1653 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 833 820 1653 None PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Spruce -Pine -Fir Nails 10d x 3" Box (End) 4 N/A Right 2X Spruce -Pine -Fir Nails 10d x 3" Box (End) 4 258.5 Lateral Load Location Tributary Dead Snow 1 - Uniform (PLF) Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 8.2 1 - Uniform (PLF) 0 to 6' 3" N/A 258.5 262.5 Residential - Roof Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PLF) Full Length N/A 147.3 • 20121BC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Rol Chang ROICH Structural, pllc (206) 745-2967 msroichang@gmail.com SUSTAINABLE FORESTRY INITIATIVE 1/30/2018 2:44:04 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 12 of 27 F O R T E ' MEMBER REPORT Level, Wall: Header (Typ 4' or less) • ii��1l 1 piece(s) 2 x 8 Hem -Fir No• 2 0 Overall Length: 4" 3" 4, 4' 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 726 @ 0 911 (1.50") Passed (80%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 477 @ 8 3/4" 1251 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 772 @ 2' 1 1/2" 1284 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.022 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.041 @ 2' 1 1/2" 0.213 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs) 167 @ 4' 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 147 @ 3" 1740 Passed (8%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lbs) 177© mid -span 425 Passed (42%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.152© mid -span 0.425 Passed (L/335) -- 1.0 D + 0.6 W Bi -Axial Bending 0.81 1.00 Passed (81%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind L/120) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 -Trimmer - SPF 1.50" 1.50" 1.50" 328 398 726 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 328 398 726 None PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Lateral Connections: Simpson Strong -Tie Connectors Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Spruce -Pine -Fir Connector not found N/A N/A N/A Right 2X Spruce -Pine -Fir Connector not found N/A N/A N/A • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReponS.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Snow Lateral Load Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 3" N/A 2.8 1 - Uniform (PLF) 0 to 4' 3" N/A 151.5 187.5 Roof • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReponS.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Rol Chang ROICH Structural, pile (206) 745.2967 msroichang@gmall.com Wind Lateral Load Location Tributary Width (1.60) Comments 1 - Uniform (PLF) Full Length N/A 131.0 • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReponS.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Rol Chang ROICH Structural, pile (206) 745.2967 msroichang@gmall.com SUSTAINABLE FORESTRY INR1AI1VE 1/30/2018 2:44:22 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 13 of 27 ill ,asci F O R E MEMBER REPORT Level, Exterior Porch Roof Beam G 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 16' 51 /2" 16' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. L 0 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1664 © 1 1/4" 9453 (2.75") Passed (18%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1458 @ 1' 1/4" 6810 Passed (21%) 1.15 1.0 D + 1.0 S (AB Spans) Moment (Ft -lbs) 6675 © 8' 2 3/4" 6937 Passed (96%) 1.15 1,0 D + 1.0 S (AII Spans) Vert Live Load Defl. (In) 0.346 @ 8' 2 3/4" 0.542 Passed (L/564) -- 1.0 D + 1.0 S (All Spans) Vert Total Load Defl, (In) 0.621 © 8' 2 3/4" 0.813 Passed (L/314) -- 1.0 D + 1.0 S (All Spans) Lat Member Reaction (lbs) 399 @ 16' 4 1/4" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 370 @ 8 1/4" 9475 Passed (4%) 1.60 1.0 D + 0.6 W Lat Moment (Ft -lbs) 1621© mid -span 5588 Passed (29%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.315© mid -span 1.625 Passed (L/619) -- 1.0 D + 0.6 W BI -Axial Bending 0.83 1.00 Passed (83%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind L/120) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 2.75" 2.75" 1.50" 738 926 1664 None 2 - Trimmer - SPF 2.75" 2.75" 1.50" 738 926 1664 None PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Spruce -Pine -Fir Nails 10d x 3" Box (End) 5 N/A Right 2X Spruce -Pine -Fir Nails 10d x 3" Box (End) 5 76.5 • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral vnnd load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbyw'.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Snow Lateral Load Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 5 1/2" N/A 13.2 1 - Uniform (PLF) 0 to 16' 5 1/2" N/A 76.5 112.5 Roof • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral vnnd load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbyw'.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 msroichang@gmail.com Wind Lateral Load Location Tributary Width (1.60) Comments 1 - Uniform (PLF) Full Length N/A 81.8 • 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral vnnd load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www,woodbyw'.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 msroichang@gmail.com SUSTAINABLE FORESTRY INITIATNE 1/30/2018 2:44:36 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 14 of 27 .�,►1 F A R T E ' MEMBER REPORT Level, Exterior Beam Above Deck (2nd span) �l11 r V 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 14' 3" 4 0 10' 4, 4' 3' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2069 © 9' 10 5/8" 9453 (2.75") Passed (22%) -• 1.0 D + 1.0 S (All Spans) Shear (lbs) 1003 © 8' 11 3/4" 6810 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -1926 © 9' 10 5/8" 6937 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (In) 0.036 @ 14' 3" 0.291 Passed (21/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (In) 0.054 Cdr 4' 8 1/16" 0.489 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (1/360) and 11. (1/240). • Overhang deflection criteria: LL (21/360) and TL (21/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 14' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 2.75" 2.75" 1.50" 361 507 868 None 2 -Trimmer - SPF 2.75" 2.75" 1.50" 918 1151 2069 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Seff Weight (PLF) 0 to 14' 3" N/A 13.2 1 - Uniform (PLF) 0 to 14' 3" N/A 76.5 112.5 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Rol Chang ROICH Structural, pllc (206) 745-2967 insroichang@gmall.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD {Ij) SUSTAINABLE FORESTRY INITIATIVE 1/30/2018 2:45:20 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 15 of 27 1 F 0 R T E MEMBER REPORT Level, Floor: Joist PASSED 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC 0 Overall Length: 15' All locations are measured from the outside face of left support (or left cantilever end),All dimensions are horizontal. 0 Design Results Actual @I Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 542 @ 4 1/2" 2582 (4.25") Passed (21%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 460 © 1' 2 3/4" 1388 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1861 @ 7' 6" 1917 Passed (97%) 1.00 1,0 D + 1.0 L (All Spans) Live Load Defl. (in) 0,385 © 7' 6" 0,475 Passed (L/444) -- 1.0 D + 1,0 L (All Spans) Total Load Defl. (in) 0.529 @ 7' 6" 0.712 Passed (L/323) -- 1,0 D + 1.0 L (All Spans) TJ -Prot" Rating N/A N/A -- -- -- • Deflection criteria: LL (L1360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 2' 2" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 10" o/c unless detailed otherwise. • A 15% Increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Plate on concrete - HF 5.50" 4.25" 1.50" 150 400 550 1 1/4" Rim Board 2 - Plate on concrete - HF 5.50" 4.25" 1.50" 150 400 550 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 msrolchang @.gmall.com Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 15' 16" 15.0 40.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 msrolchang @.gmall.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/30/2018 2:45:39 PM Forte v5.2, Design Engine: V6,6.0.14 Folsom ADU.4te Page 1 of 1 Page 16 of 27 0_i F R T E ' MEMBER REPORT Level, Deck Joists .i�! V 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 Overall Length: 8' 7" 8' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 391 © 2 1/2" 1367 (2.25") Passed (29%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 317 © 10 3/4" 1088 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 778 © 4' 3 1/2" 1284 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.129 © 4' 3 1/2" 0.204 Passed (L/758) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 © 4' 3 1/2" 0.408 Passed (L/650) -- 1.0 D + 1.0 L (All Spans) TJ -Pro'"' Rating N/A N/A -- -- -- • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 5' o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead FlOVe Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 57 343 400 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 57 343 400 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://ww,v.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 maroichang@gmall.com Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 8' 7" 16" 10.0 60.0 Deck Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://ww,v.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Roi Chang ROICH Structural, pllc (206) 745-2967 maroichang@gmall.com PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/30/2018 2:46:04 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 17 of 27 it F A R T E ' MEMBER REPORT Level, Deck Beam (3 -span) PASSED ii�®11 �,/ 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 2T r♦ 11 14 11 10 9' 9' 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal, + 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3036 @ 18' 5206 (3.50") Passed (58%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 1303 @ 8' 1" 3885 Passed (34%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -2600 @ 9' 4492 Passed (58%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.068 @ 22' 6 15/16" 0.294 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.077 @ 22' 7 3/8" 0.442 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 27' o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 27 o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead FLrve Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 178 995/-111 1173/-111 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.04" 473 2563 3036 Blocking 3 - Stud wall - SPF 3.50" 3.50" 2.04" 473 2563 3036 Blocking 4 - Stud wall - SPF 3.50" 3.50" 1.50" 178 995/-111 1173/-111 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full Toad is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Floor Uve Loads Location (Side) Width (0.90) (1.00) Comments 0 - Se Weight (PLF) 0 to 27 N/A 8.2 1 - Uniform (PLF) 0 to 27 (Front) N/A 40.0 240.0 Deck Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Rol Chang ROICH Structural, plic (206) 745-2967 msroichang @gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 1/30/2018 2:46:21 PM Forte v5.2, Design Engine: V6.6.0.14 Folsom ADU.4te Page 1 of 1 Page 18 of 27 STRUCTURAL Wood Posts 2x4 Weak Axis Braced HF # 2 d 3.5 in b 1.5 Area 5.25 sq -in E'min 470000 psi Fc 1300 psi Fcp 405 psi Cb 1.25 bearing factor Cd 1.00 duration factor Cf 1.15 size factor Fc* 1495 psi Pcrush 2658 lbs crushing wood plate Job Name: Folsom ADU Date: 1/25/2018 KL 1/d Fce Fce/Fc" Cp Budding 6.0 20.6 913 0.61 0.507 3976 8.0 27.4 514 0.34 0.315 2469 10.0 34.3 329 0.22 0.209 1639 12.0 41.1 228 0.15 0.148 1158 2x6 Weak Axis Braced HF # 2 d 5.5 In b 1.5 Area 8.25 sq -in E'min 470000 psi Fc 1300 psi Fcp 405 psi Cb 1.25 bearing factor Cd 1.00 duration factor Cf 1.10 size factor Fc* 1430 psi Pcrush 4177 lbs crushing wood plate Pallow KL 2658 6.0 2469 8.0 1639 10.0 1158 12.0 KL L f Fce/Fcp C. Buckling 6.0 13.1 2254 1.58 0.821 9690 8.0 17.5 1268 0.89 0.648 7646 10.0 21.8 812 0.57 0.479 5655 12.0 26.2 564 0.39 0.355 4189 Pallow KL 4177 6.0 4177 8.0 4177 10.0 4177 12.0 Page 19 of 27 STRUCTURAL Wood Posts 6x6 Weak Axis Braced D F#1 d 5.5 in b 5.5 Area 30.25 sq -in E'mln 580000 psi Fc 1150 psi Fcp 405 psi Cb 1 bearing factor Cd 1.00 duration factor Cf 1.00 slze factor Fc* 1150 psi Pcrush 12251 lbs crushing wood plate Job Name: Folsom ADU Date: 1/25/2018 KL 1/d Fce Fce/Fc* .CS Buckling 6.0 13.1 2782 2.42 0.895 31132 8.0 17.5 1565 1.36 0.785 27325 10.0 21.8 1002 0.87 0.641 22313 12.0 26.2 696 0.60 0.503 17498 Pallow KL 12251 6.0 12251 8.0 12251 10.0 12251 12.0 Page 20 of 27 CI E opI Wood Posts - Combined Axial + Bending Check c M j� .5 N d iS d 77 8 tf) u, Ag 00�u, 11 ER A p O O tO O ^ u0 O N O '7 01o ^! O r p COCV d w a 1 LL... LL... K 40 = 'O N W prat E CV 11 R LL LL U Ci U C LLL L es u e LE N U S °fnun .5 oNAMR 87. a1 fl LiJ J 1.5U C. N M tD N r PE et C a O M N 0t 01 CO (0 CV a N N G O 3 0 0 g "0:1P -AS nmmul V O0 01 ie QO M OO ISM(0f- (00) N N JI07 O ((CJ � M^01N 2 aoNo (0 (0 6666 v.-6 00 N. E1 ) r: of .= r - N JI O O O G Yc0 00 of O Page 21 of 27 eofttf STRUCTURAL Project: Folsom ADU Date: 1/26/2018 By: RC Inputs Service Dead Load = 1.44 kips Service Live Load = 1.87 kips Factored Load = 4.73 kips Allowable Soil Bearing Stress = 1500 psf Concrete Strength (Pc) = 3000 psi Column Xc Dimension = 5.50 in. Column Yc Dimension = 5.50 in. X Dimension = 1.50 ft. Y Dimension = 1.50 ft. Fy = 60.0 ksi Thickness (t) = 10.00 in. Clear Cover = 3.00 in. Depth (d) = 6.75 in. Bearing Check Required Footing Area = 2.21 sq. ft. Actual Footing Area = 2.25 sq. ft. Spread Footing Design 2015 IBC/ACI 318-14 Post P1 (Porch Roof - Center) X } Xc Yc A Flexural Design - X Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.32 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 12 ft -kips OK Bar Spacing = 12.00 in. OK Beam Shear Design - X Direction Ultimate Soil Bearing Stress = 2.10 ksf 0= 0.75 Vu = 0 kips OVn = 11 kips OK Beam Shear Design - Y Direction 0= 0.75 Vu = 0 kips OVn = 10 kips Punching Shear Design 0= 0.75 Vu = 3 kips CVn = 54 kips Flexural Design - Y Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.32 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 12 ft -kips OK OK Bar Spacing = 12.00 in. OK Y Page 22 of 27 ,zoFTht STRUCTURAL Project: Folsom ADU Date: 1/26/2018 By: RC Inputs Service Dead Load = 0.92 kips Service Live Load = 1.15 kips Factored Load = 2.94 kips Allowable Soil Bearing Stress = 1500 psf Concrete Strength (f c) = 3000 psi Column Xc Dimension = 5.50 in. Column Yc Dimension = 5.50 in. X Dimension = 1.25 ft. Y Dimension = 1.25 ft. Fy = 60.0 ksi Thickness (t) = 10.00 in. Clear Cover = 3.00 in. Depth (d) = 6.75 in. Bearing Check Required Footing Area = 1.38 sq. ft. Actual Footing Area = 1.56 sq. ft. Spread Footing Design 2015 IBC/ACI 318-14 Post P2 (Porch Roof - Ends) X 1 A Xc Yc Flexural Design - X Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.27 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 12 ft -kips OK Bar Spacing = 9.00 in. OK Beam Shear Design - X Direction Ultimate Soil Bearing Stress = 1.88 ksf 0= 0.75 Vu = 0 kips OVn = 11 kips OK Beam Shear Design - Y Direction 0= 0.75 Vu = 0 kips OVn = 8 kips Punching Shear Design 0= 0.75 Vu = 1 kips OVn = 54 kips Flexural Design - Y Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.27 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 12 ft -kips OK OK Bar Spacing = 9.00 in, OK Y Page 23 of 27 00! STRUCTURAL Project: Folsom ADU Date: 1/26/2018 By: RC Inputs Service Dead Load = 0.47 kips Service Live Load = 2.57 kips Factored Load = 4.67 kips Allowable Soil Bearing Stress = 1500 psf Concrete Strength (fc) = 3000 psi Column Xc Dimension = 3.50 in. Column Yc Dimension = 3.50 in. X Dimension = 1.50 ft. Y Dimension = 1.50 ft. Fy = 60.0 ksi Thickness (t) = 10.00 in. Clear Cover = 3.00 in. Depth (d) = 6.75 in. Bearing Check Required Footing Area = 2.02 sq. ft. Actual Footing Area = 2.25 sq. ft. Spread Footing Design 2015 IBC/ACI 318-14 r Post P3 (Exterior Deck - Center) X A EmIxc Yc Flexural Design - X Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.32 sq. in. As Provide 0,40 sq. in. OK Mu = 1 ft -kips OMn = 12 ft -kips OK Bar Spacing = 12.00 in. OK Beam Shear Design - X Direction Ultimate Soil Bearing Stress = 2.08 ksf 0= 0.75 Vu = 0 kips OVn = 11 kips OK Beam Shear Design - Y Direction 0= 0.75 Vu = 0 kips OVn = 10 kips Punching Shear Design 0= 0.75 Vu = 3 kips OVn = 45 kips Flexural Design - Y Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.32 sq. in. As Provide 0.40 sq. in. OK Mu = 1 ft -kips OMn = 12 ft -kips OK OK Bar Spacing = 12.00 in. OK Y Page 24 of 27 STRUCTURAL Project: Folsom ADU Date: 1/26/2018 By: RC Inputs Service Dead Load = 0.18 kips Service Live Load = 1.00 kips Factored Load = 1.81 kips Allowable Soil Bearing Stress = 1500 psf Concrete Strength (fc) = 3000 psi Column Xc Dimension = 3.50 in. Column Yc Dimension = 3.50 in. X Dimension = 1.00 ft. Y Dimension = 1.00 ft. Fy = 60.0 ksi Thickness (t) = 10.00 in. Clear Cover = 3.00 in. Depth (d) = 6.75 in. Bearing Check Required Footing Area = 0.78 sq. ft. Actual Footing Area = 1.00 sq. ft. Spread Footing Design 2015 IBC/ACI 318-14 Post P4 (Exterior Deck - End) X Xc Yc Flexural Design - X Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.22 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 11 ft -kips OK Bar Spacing = 6.00 in. OK Beam Shear Design - X Direction Ultimate Soil Bearing Stress = 1.81 ksf 0= 0.75 Vu = 0 kips OVn = 11 kips OK Beam Shear Design - Y Direction 0= 0.75 Vu = 0 kips OVn = 7 kips Punching Shear Design 0= 0.75 Vu = 0 kips OVn = 45 kips Flexural Design - Y Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 2 As Minimum = 0.22 sq. in. As Provide 0.40 sq. in. OK Mu = 0 ft -kips OMn = 11 ft -kips OK OK Bar Spacing = 6.00 in. OK Y Page 25 of 27 www.hilti.us 114 I LAM Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: ROICH Structural, pllc 206.745.2967 Page: Project: Sub -Project I Pos. No.: Date: 1 Folsom ADU HOLD DOWN 1/30/2018 Specifiers comments: Anchorage in 6" stem wall 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Hex Head ASTM F 1554 GR. 36 5/8 her = 12.000 in. ASTM F 1554 Design method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x I, x t = 5.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fe. = 2500 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: no Shear load: yes (17.2.3.5.3 (a)) posomimmain Z Y -- Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL -9494 Schaan Hiltl is a registered Trademark of Hilt AG, Schaan Page 26 of 27 LOCATIONS SHOWN FOR EXISTING UTILTIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1-800-424-5555) FOR UTILITY LOCATIONS. CONTACTS: 1. PROJECT MANAGER: 2. DESIGN ENGINEER: JAEGER ENGINEERING, 253-850-0934 3. OWNER: TUKWILA 6 LLC, PHIL KITZES, 206-227-7445 20' AI AI AREA: 0.95 ACRES or 41,555 SF SINGLE FAMILY RESIDENTIAL PROPSED DENSITY:: 4.21 -UNITS/ACRE ZONING: LDR PROPOSED USE 4 LOT SHORT PLA T MIN. LOT SIZE: 6500 SF SMALLEST LOT' 6500 SF SEWER: CITY OF TUKWILA WATER: CITY OF TUKWILA SITE ADDRESS: 14759 62nd AVE. S PARCEL: 359700-0087 (fox IW6RyWflpJ 6/VLy.IM IE= 2' (NE) 12" (COMP NOT NOTED) IE 97.8' (NW) 18'1 (008P NOT NOTED) I0=197.7' (SE) 18'3 (COMP NOT NOTED) (LADDER TO EAST) EXIST 55MH I = e s'- 207.83' 10=201.2' (NW) 6" PVC DROP 10-199.2' (NE) 8' DROP IE=196.8' (S) 8' CTR CHAIN=196.9' (LADDER TO %EST) EXIST. ESMT FOR ROADWAY REC. #4470513 20' PRIVATE EASEMENT FOR ACCESS, SANITARY SEWER & UTILITIES (K.C. REC. N0. 20070510001381 ) NEW MAN HOLE ; 2 PRIVATE) O-207.49' IE: 4.984.-198.24' 198.11' (W 198.24' (S 6 CUT INTO EXIST. 8" MAIN 1-8 TEE R- FL) 1-8' G.V. (FLAW) 2-8' ADAPTORS (FLxMJ) CONC. BLOCKING CONC. RET. WALL 5' WOOD CONTSS 6�.,-,.y 4100111 bAt6►r Ems' �w��\\ moi - '1 W END 5' WOOD BLOCK RET. WALL E END 5'W 110110_EENCE__ TO EXIST. MAN HOLE (PUBLIC) RIM: -283,& 207.83 IE: 196.8 (8",S) EXIST IE:i97,111-(8",E) NEW 196.88' (E) RECHANNEL FOR NEW PIPE (W) REMOVE EXIST. WATER METER -f - -UTIL- N 89'0 9"W 200.00' PRESERVE ROOTS TO CB TYPE II EXIST. ESMT FOR ROADWAY REC. 84470513 5' MIN CLEAR) N END 5' WOOD S/END 5' WOOD I 589'01'29"E NEW MAN (PRIVA RIM: IE: 199.16' • 209.16' NEW IMPERVIOUS SURFACES: - 3 NEW HOUSES/DRIVEWAYS 0 3000 SF' EA. 3(3000) = 9000 SF - NEW PRIVATE ROAD: 129(20) = 2580 SF - NEW IMPERVIOUS SURFACE 11680 SF EXIST. IMPERVIOUS SURFACE TO BE REMOVED: - CONC. DRIVEWAY: 2343 SF NET NEW IMPERVIOUS SURFACE 9237 SF EX. CB TYPE I) RIM -204.7 \ IE=201.6' (SW) 12' (COMP NOT NOTED) It telt r ,v,r yr inn,.1 u uv o' cRUl1on17 AUUIIIUN IU JtA1ILL. AS rtK l"LA1 KtUUKULU IN VOLUME 10 OF PLATS, PAGE 55, RECORDS OF KING COUNTY, DESCRIBED AS FOLLOWS; BEGINNING AT THE INTERSECTION OF THE EAST LINE OF 59TH AVENUE SOUTH RIGHT-OF-WAY WITH THE ADJUDICATED LINE BETWEEN TRACTS 4 AND 5 OF SAID ADDITION, SAID ADJUDICATED LINE BEING FIXED AND ESTABLISHED BY KING COUNTY SUPERIOR COURT CAUSE NO. 129565; THENCE SOUTH 01'29'40" WEST 20 FEET, ALONG THE EAST UNE OF SAID AVENUE; THENCE SOUTH 88'48'20" EAST 200 FEET, ON A LINE PARALLEL WITH SAID ADJUDICATED LINE; THENCE SOUTH 01'29'40" WEST 150 FEET; THENCE SOUTH 88'48'20" EAST 225 FEET; THENCE NORTH 01'29'40" WEST 170 FEET TO SAID ADJUDICATED UNE; THENCE WEST, ALONG SAID ADJUDICATED LINE, 425 FEET TO THE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF AS CONDEMNED BY THE CITY OF TUKWILA IN KING COUNTY SUPERIOR COURT CAUSE NO. 733565; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. INSTALL NEW FIRE \ HYDRANT ASSEMBLY: N. 1-8'x6" TEE (MJxFL) 6' GATE VALVE 4 L 6: D.I. REMOVE EXISTING DRIVEWAY CURB CUT CONSTRUCT NEW 20' DRIVEWAY CURB CUT PER DETAIL SHT. 2 • 4' CONDUITS END 8" D.I. WATER MAIN W/ BUND FLANGE 9 TEE & THRUST BLOCK o \ NEW C8 TYPE 1) RIM: 894.xV13' 1E: -24344-(12",t4 201.13' IE 40443 53'-12" CPEP 0.3.85"0 18• STORM 1.850 398 LF 8" D.I. WATER MAIN OCKERY 4' WOOD 4' WIRE E NE COR. 4' WIRE ) FENCE PRESERVE ROOTS TO SAVE TREE (IF POSSIBLE) 1 STORY WOOD FRAME HOUSE 6" PVC SIDE SEWER 0 2.00 11 NOTES: I� SAWCUT EXIST. ASPHALT REPAIR PER CITY SIDS. SEAL WITH ROAD OIL EX. CB (TYPE 1) 918-202.7 IE=200.3'(W) 12' PVC EX. CB TYPE RIM=202.5' IE=199.7' (E.S) 12" PVC 10' PRIVATE SANITARY SIDE SEWER EASEMENT (K C REC NO 20070510001379 ) 2" SHUT- OFF VALVE ELECT. WIRING TO 20A FUSE IN APPROVED PANEL ABM 2" SCH. 40 PVC TO YARD DRAIN PIPING 1. THERE SHALL BE NO LOTS WITH A SEPARATE DRIVEWAY ACCESS DIRECTLY FROM 62nd AVE. S. 2. LOTS #1, 2, 3 & 4 AND ADJACENT PARCEL 0082 SHALL HAVE ACCESS FROM THE PRIVATE ACCESS ROAD (TRACT A). THESE 5 LOTS WILL ALSO HAVE EQUAL MAINTENANCE RESPONSIBILITY FOR THE ROAD. 3. LOTS #1, 2, 3, & 4 AND ADJACENT PARCEL 0082 SHALL HAVE EQUAL AND JOINT RESPONSIBIUTY FOR THE PRIVATE DRAINAGE SYSTEM. 4. ALL NEW HOUSES SHALL HAVE ROOF/GUTTER DRAINS THAT ARE PIPED DIRECTLY INTO THE PRIVATE DRAINAGE SYSTEM. PIPING CONNECTION FROM THE HOUSE SHALL BE A PERFORATED PIPE CONNECTION PER THE CITY STANDARD DETAIL 2" GALV. TO PVC ADAPTOR 2' THREADED GALV. UNION TYPE 2 CATCH BASIN W/ SOLID LID 2" CHECK VALVE 2" GALV. STEEL PIPE %//%////,%/////// 3" RISER BLOCK DEWATERING PUMP: HYDROMATIC MODEL SHEF 50, 1/2 HP 115 V., 1 PHASE, 20 AMP2" DISCHARGE (OR EQUAL) RATED 50 GMP 0 25 FT. TDH MIN. FFE: 203.5 DRAIN STUB, . - • 207.06 .` 10' PRIVATE ' DE SEWER EA ENT (K.C. REC. Y N 20090219001323 ) 1' POLAPER J SERVICE, PIPING p!1lle)•LC • 135.69' 1 _ 5' UTILITY( EASEMENT • I:RAIN 507° I 208.07 EX CB TYPE I) 6171=202.2' I0=198.5' (SW) 12' (00MP NOT NOTED) EX. CB (TYPE 1) RIM=48202.28' a E=197.1' (NE) 12' (EXIST) ` \a I0=198.8' (NW) 18"(EXIST) ,a 10=196.5' (SE) 18" (EXIST) SE END 41 CHAINLINK \'Q 10: -0998•'(12" NW) NEW 2-r". EXISTING ROCKER1 'Ta0 2004,5' AIN ` \a ` W END 4' C NLINK 40' PRIVATE ACCESS & UTIUTY EASEMENT \";:,'F\OR LOT 0082 t1(eCI REC NO 2009 207.57' I AOT 2 MIN 1,.,.,. 203.0/ EDGE UNE )fiIC�ENED / Y'L EDGE CURB / PROPO ED CONTOUR (TAP 111111 X7DISCHARGE PIPE 0.. " PVC SCH. 40 ' MP 125.' / I l' I' WIDE P OAD j&UT1 (K.C. REC. (3012907 •.:a • PVC 2.0 :Pptis; 26.22' DRAINAG • P R=45' SIDE SEWER IE 206.0 a` _200 a`\ \ 'Poa\��vl \\ P� /\\Z \a 2. REV WATER MAIN, DRYWELL, 0111 7-14-08 3. ADDED PUMP 8-15-08 4, AS -BUILT 2-24-09 z ' ~`SIDE SEWS' B \ TYPE 2 PUMP -6B_ I IE: S \\ s (SEE DETAIL "' l 203.01' \ ��I 3 \� //J RIM:205.90' ( 204�� I \ \ �\�!, D ORS1XB IE 201.67' (N, 4') N n4, 9, 4' PV��„,,\•;.°1.,\.. IE: 209:13' BOTTOM: 197.48' I DRAIN \ MIN. FFE: 04.0 ,, le . a� q•-00 itive-imPAP.milikeNuo:•01.•26.414mikeftelso __-47v...i,lizipriliikk. It. •CO NECT 2" PU ED PIPE 0 6" P E FOOTING DRAIN PUMP N.T.S. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSING TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT JAEGER ENGINEERING TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 10E.MM19' W END 5' CHAIN LINK GRADING QUANTITIES: CUT: 150 CY. FILL: 150 CY (BALANCED SITE) 689'01'29 4' HIGH ROCKERY -BR-BLOCK WALL (FILL) TOP: 204.0 BOT: 200.0 7 10. 107.20052020' x.2121 (TO REMAIN) 2 STORY WOOD FRAME HOU WITH DAYLIGHT BASEMENT (BASEMENT ELEVATION=214.1' 1" POLY WATER ERVICE PIPING HIGH 'OGKEBY m.211.7 OR BLOCK WALL ZCUT) ��-n • TOP: 216.0 BOT: 212.0 225.00 E END 5 CHAINLINK -0R.BLOCK WALL (FILL) TOP: 206.0 BOT: 202.0 6 WOOD 0 4 C`AINLI 1,2 I I ?�?\ \ xW KE 4', 99AINLINK -- Ex x/� 1' GRAPHIC SCALE 20 0 10 20 40 CLEARING LIMITS (TYP) • 80 ( 133 FEET ) 1 Inch = 20 ft. •4 2/ IX: CB (48" 'TYPE II) _• I0=187.. (NE) 12" (COMP NOT NOTED) IE=186.5' (NW) 18" (COMP NOT NOTED) I0=106.4' (SE) 18' (COMP NOT NOTED) (LADDER TO SOUTHWEST) J 111 J E I) RIM=193.1' 4- I0=189.3' (SW) 12" (COMP NOT NOTED) O AS -BUILT RECORD DRAWING THIS PLAN HAS BEEN REVISED TO REFLECT FIELD SURVEYED AS BUILT INFORMATION. SURVEYED BY ANDERSON & ASSOC., JAN., 2009 >- h- (1 PHIL KITZES DATE: 6/07/07 SCALE: 1" = 20' DESIGN BY; JJJ ORWN. BY: 3,1) APP. 8Y: JOB No. SHEET 1 OF 3 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: ROICH Structural, pllc 206.745.29671 Page: 2 Project: Folsom ADU Sub -Project I Pos. No.: HOLD DOWN Date: 1/30/2018 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity N / N [%] Status Tension Concrete Breakout Strength 1929 2835 69 / - OK Shear Concrete edge failure in direction y+ 384 1725 - / 23 OK Loading RN Utilization 13N,v [%] Status Combined tension and shear loads 0.680 0.223 5/3 61 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL -9494 Schaan HMIs a registered Trademark of Hilt! AG, Schaan Page 27 of 27 March 20, 2018 Morgan Elliott, Architect 2320 29th Ave S Seattle, WA 98144 morganrobertelliott@gmail.com 206-354-2412 RE: Permit Application Number D18-0027 Leslie Folsom Addition 14751 62nd Ave S Tukwila, WA 98168 t1 "`:.3 PERMIT CENTER Rachelle/Allen: Below are our responses to Correction Letter #1. Responses are in italics. General Information Note: AOR RECTION • (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) Two plan sets are enclosed with stamp, date and signature. Geotechnical report is enclosed with stamp, date and signature. Structural calculations were previously submitted with stamp, date and signature. Building Review Notes: 1. Sheet A1.2 General Structural and Criteria notes reference Seattle Building Code. Revise to show compliance with 2015 International Building codes. Also, concrete notes #16 specify 3000 psi concrete. Concrete over 2,500 psi requires special inspection. Clarify if special inspections shall be required or show 2,500 psi. (IBC 1705.3 #2.3). The code refence on A1.2 has been corrected to '2015 International Residential Code and the concrete note has been corrected to 2,500 psi. 2. Please provide a Geotechnical report analysis of the site soils by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footing and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report (IRC R401.4). A geotechnical report is enclosed. Load-bearing values were determined to be 1,500 psi. This is corrected under Geotechnical Note #14 on A1.2. Morgan Robert Elliott, LLC 2320 29th Ave S. Seattle, WA 98144 206-354-2412 �Ig 3. Plan sheets and relateddcuments produced by engineer and/orlahitect shall be stamped and signed to include "DATE" of signature (See Applicable General Notes above). Provide new set with signed sheets including the date of signature. New sets include stamp, signature and date. 4. Energy code notes on sheet A1.1 show window schedule on sheet A2.1. Revise to show A3.1. The note has been corrected. 5. Provide a footing drain detail, to show gravel shall extend at least 1 -foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. Specify where footing drains shall connect to existing footing drains or disburse to a designed drainage system or culvert. (R405.1 & IBC 1805,1,2) The footing drain detail is added as Detail #5 on A32. Connections to existing footing drains are noted on the site plan 1/A1.1. 6. Plan shows adding 1/2" GWB to the exterior sheathing to create a one-hour separation. However, codes specify a one-hour separation shall be rated for exposure to fire from both sides. Provide a rated listed assembly detail for the one-hour fire partition party -wall separation. (IBC 705.5, 705.6, 708.1 #1, and 708.3). The Owner has opted to permit the addition as a simple addition to a single family residence rather than as an ADU. Detail 4/A3.2 indicated 5/8" Type X GWB voluntarily installed on the party wall and the ceiling of the addition, to leave open the possibility of re -permitting to an ADU in the future with a minimum of deconstruction. Reference to 'ADU" or 'Accessory Dwelling Unit" under the current permit app//cation have either been changed or stricken through. 7. Show the two doors in the party wall to be 3/4 -hour door and door assembly with weather strip and seal. (IBC Table 716.5 & 712.1.13.1). Per item #6 above, the doors are now indicated as non -rated pocket doors. 8. Where the ADU attic is next to the upper level of the main residence, the one-hour assembly shall also show protection extending to the upper floor. Show a detail for that attic section protected. (IBC 706.6.2). The project is now being permitted as a simple addition. 9. Show attic access, with notes insulated and weather stripped. The attic access is shown on the floor plan, 1/A21, in the hallway leading to the existing dining room. 10. The second floor has window openings within the party -wall fire partition which is not allowed. Provide alternative to resolve this issue. (IBC 706.6.1#2, 706.6.2, and 706.8 Exception 1). The project is now being permitted as a simple addition. Sincerely, Morgan Elliott, Architect Morgan Robert Elliott, LLC Morgan Robert Elliott, LLC 2320 29th Ave S. Seattle, WA 98144 206-354-2412 City of Tukwila Department of Community Development February 12, 2018 MORGAN ELLIOTT 2320 29 AVE S SEATTLE, WA 98144 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0027 FOLSOM ADU - 14751 62 AVE S Dear MORGAN ELLIOTT, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Sheet A1.2 General Structural and Criteria notes reference Seattle Building Code. Revise to show compliance with 2015 International Building codes. Also, concrete notes #16 specify 3000 psi concrete. Concrete over 2,500 psi requires special inspection. Clarify if special inspections shall be required or show 2,500 psi. (IBC 1705.3 #2.3) 2. Please provide a Geotechnical report analysis of the site soils by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. (IRC R401.4) 3. Plan sheets and related documents produced by engineer and/or architect shall be stamped and signed to include "DATE" of signature (See Applicable General Notes above). Provide new set with all signed sheets including the date of signature. 4. Energy code notes on sheet A1.1 show window schedule on sheet A2.1. Revise to show A3.1. 5. Provide a footing dram detail, to show gravel shall extend at least 1 -foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. Specify where the footing drains shall connect to existing footing drains or disburse to a designed drainage system or culvert. (R405.1 & IBC 1805.1.2) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 6. Plan shows adding 1/2" GWB to the exterior sheathing to create a one-hour separation. However, codes specify a one-hour separation shall be rated for exposure to fire from both sides. Provide a rated listed assembly detail for the one-hour fire partition party -wall separation. (IBC 705.5, 705.6, 708.1 #1, and 708.3) 7. Show the two doors in the party wall to be 3/4 -hour door and door assembly with weather strip and seal. (IBC Table 716.5 & 712.1.13.1) 8. Where the ADU attic is next to the upper level of the main residence, the one-hour assembly shall also show protection extending to the upper floor. Show a detail for that attic section protected. (IBC 706.6.2) 9. Show an attic access, with notes insulated and weather stripped. 10. The second floor has window openings within the party -wall fire partition which is not allowed. Provide alternative to resolve this issue. (IBC 706.6.1 #2, 706.6.2, and 706.8 Exception 1.) Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Re Ripley' Permit Technician File No. D18-0027 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0027 PROJECT NAME: FOLSOM ADU SITE ADDRESS: 14751 62 AVE S Original Plan Submittal Response to Correction Letter # DATE: 05/07/18 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division • Mr-) -( Public Works Fire Prevention Structural n Planning Division n nPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/08/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/05/18 Approved Corrections Required Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0027 PROJECT NAME: FOLSOM ADU SITE ADDRESS: 1475162 AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 03/16/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/22/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 04/19 /18 ❑ Approved with Conditions Vr ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 6.`1— j c, rN REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0027 PROJECT NAME: FOLSOM ADU SITE ADDRESS: 14751 62 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 02/01/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Co*11\\16 Building Division up Kip 2`6'1`6 Public Works ‘13i Fire Prevention Structural Planning Division10 ❑ Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 02/06/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 03/06/18 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: p A 1146 Departments issued corrections: Bldg Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 owe PROJECT NAME:rl�S kV)SITE ADDRESS: 14isi p _ PERMIT NO: � � Q�, ORIGINAL ISSUE DATE: .3 - 30'-f REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE STAFF INITIALS Mary Sum of Revision: Toro v rL e sPGS er,1-1 -rwS o0"� Ano -f 4,1 z ,A:›4 ` fv 4.61:: - Received by: if- 6 #A7 a REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: V-;j--,7o%ct' Plan Check/Permit Number: ,U/ = O C Response to Incomplete Letter # Response to Correction Letter # Revision # / after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: l -CJ LE 0/4 /- )J)/770A/ Project Address: /4/%51 11f" t% J� %��,�'�✓, �j, Contact Person: C/L t 41-7/1k7 Summary of Revision: ? i i.r; T77 F 2 ,o i /iGL: 4J.,E' l VA( .�/tib ✓l% RECEIVED CITY OF TUKWILA MAY 0 7 2018 PERMIT CENTER Phone Number: Z5:,,> 2 c/ - c/S-09 A/c Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: V Entered in TRAKiT on o5 /07/(1 W:1Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ils Plan Check/Permit Number: D18-0027 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: FOLSOM ADU Project Address: 14751 62 AVE S RECEIVED CITY OF TUKWILA MAR 21 2018 PERMIT CENTER Contact Person: 1\A D R 6,/.3„,u Phone Number: 96 � - Z / Summary of Revision: IV! C.s' >�'\ N 5Ti1-V) 11) Iz-C --to • LL i- -; PECU 6h1(TT ) s- o\pnss(GNEp DA -Tr • G L14N1cAL 12---)9012_T 0 -AS $e- N Sn1 1 -r -FED • N6� 5 0 I) A 1,2. g A I -I *1kVE re --nu c4p ct F rn1 MS*()4- , -0O i1JG V:)kz-pNi 1 1L hJ6Cn A.3.2. AND 1,4.1 Foe S p -Fri C 17 N Ane -c) —To A Z • ( po- rrEfil 4- 7 Sheet Number(s): A LL "Cloud" or highlight all areas of revision including date of revision Received .D.1,1„) Received at the City of Tukwila Permit Center by: � ❑ Entered in TRAKiT on W:\Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 BOY TOY -MEN WITH TOOL BLtLLC Washington State Department of Labor & industries Homc Espanol Contact Search L&I A -Z Index Ilelp Safety & Health Claims & Insurance Workplace Rights BOY TOY -MEN WITH TOOL BLTS LLC Owner or tradesperson HERIOT, RANDY ALAN Principals HERIOT, RANDY ALAN, PARTNER/MEMBER DARRACOTT, CYNTHIA MARIE, PARTNER/MEMBER WA UBI No. 602 995 394 18967 MARINE VIEW DR SW NORMANDY PARK, WA 98166 206-246-0304 KING County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ...................._................................................ Meets current requirements. License specialties GENERAL License no. BOYTOTW9030S Effective — expiration 11/16/2010-11/16/2018 Bond American States Insurance Co Bond account no. 32s116214 $12,000.00 Received by L&I Effective date 05/07/2012 04/20/2012 Expiration date Until Canceled Bond history Insurance Security National Insurance $1,000,000.00 Policy no. NA106209504 Received by L&I Effective date 07/12/2017 07/09/2016 Expiration date 07/09/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. Page 1 of 2 My L&1 Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602995394&LIC=BOYTOTW903OS&SAW= 3/30/2018 BOY TOY-MEN WITH TOOL BLTS LLC L8,1 Tax debts No arfax debts are recorded for this contracTrwlicense during the previous 6 year period, but some dts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. 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 No inspections during the previous 6 year period. 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://securelni.wa.gov/verify/Detail.aspx?UBI=602995394&LIC=BOYTOTW9030S&SAW= 3/30/2018 GENERAL NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE PROCEEDING WITH WORK. CONTRACTOR SHALL REPORT ANY ERRORS, OMISSIONS AND DISCREPANCIES TO THE ARCHITECT IMMEDIATELY. 2. ALL DIMENSIONS ARE TO THE FACE OF CONCRETE AND FACE OF FRAMING UNLESS OTHERWISE NOTED. DO NOT SCALE THE DRAWINGS. 3. ALL APPLICABLE CODES, ORDINANCES AND MINIMUM STRUCTURAL REQUIREMENTS TAKE PRECEDENCE OVER ALL DRAWINGS, NOTES AND SPECIFICATIONS. 4. ALL WORK SHALL CONFORM TO THE VERSION OF THE INTERNATIONAL RESIDENTIAL CODE (IRC) AND AMENDMENTS IN EFFECT IN THE PERMITTING JURISDICTION AT THE TIME OF PERMITTING. 5. REPETITIVE FEATURES DRAWN OR NOTED ONLY ONCE SHALL BE COMPLETELY PROVIDED AS IF DRAWN OR NOTED IN FULL. 6. THESE DRAWINGS ARE SPECIFIC TO THIS PROJECT. THESE DRAWINGS OR PORTIONS THERE OF SHALL NOT BE USED FOR OTHER PROJECTS. 7. ASBESTOS OR OTHER HAZARDOUS MATERIALS FOUND IN THE PROJECT SHALL BE MITIGATED ACCORDING TO ALL APPLICABLE STATE AND FEDERAL STANDARDS. CONTRACTOR SHALL COORDINATE SUCH WORK WITH THE OWNER. SITE WORK 1. ALL EXCAVATION AND FILL SHALL BE STORED AND PROTECTED (DAMMED, COVERED WITH SHEET PLASTIC AND/OR HAY BALES) SO AS TO PREVENT RUN OFF OF SOILS TO ADJACENT PROPERTIES OR RIGHTS OF WAY. 2. CONTRACTOR SHALL COORDINATE ALL UTILITIES WITH THE OWNER. 3. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH REQUIRED SANITARY AND STORM WATER CONVEYANCE STANDARDS PER LOCAL CODES AND ORDINANCES. ENERGY CODE NOTES AND REQUIREMENTS: PRESCRIPTIVE COMPLIANCE OPTION REFER TO WALL SECTION, 4/A3.2 AND WINDOW SCHEDUL WSEC R406 ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS TOTAL AREA OF ADDITION: 781 SF R406.2 ADDITIONS BETWEEN 500 SF ANF 1500 SF: 1 1.5 CREDITS REQ OPTION 3d: HIGH EFFICIENCY HVAC EQUIPMENT = 1.0 CREDITS MITSUBISHI 18K SPLIT SYSTEM DUCTLESS HEATPUMP, SEER 20.5 OPTION 4a: EFFICIENT WATER HEATING = 0.5 CREDITS NOTED ON PLAN: MAX 1.75 GPM AT SHOWER HEADS AND KITCHEN FAUCET MAX 1.0 GPM AT OTHER LAVATORIES TUKWILA MUNICIPAL CODE CHAPTER 18.10 LOW DENSITY RESIDENTIAL (LDR) DISTRICT LOT AREA: MAXIMUM FOOTPRINT EXISTING FOOTPRINT ADDITION TOTAL PROPOSED FOOTPRINT PRIMARY RESIDENCE FIRST FLOOR AREA PRIMARY RESIDENCE SECOND FLOOR AREA PRIMARY RESIDENCE TOTAL MAXIMUM ADU SIZE ADU PROPOSED SIZE 14339 SF =(35% — 0.125%/100 X (14339-6500)) x LOT AREA =(35% — 9.75%) X 14339 SF =3620 SF 2003 SF 781 SF 2784 SF 1490 SF 1559 SF 3049 SF =33% x 3049 1016 SF 1000 SF MAX EXISTING DEVELOPMENT AREA ADDITION AND DECK EXTENSION TOTAL PROPOSED DEVELOPMENT AREA MAXIMUM DEVELOPMENT AREA SECOND FLOOR AREA: 1559 SF 999 SF 3166 SF 1025 SF 4191 SF =45% x 14339 SF =6452.6 SF 1 ADDITION AND REMODEL AREA: 999 SF FIRST FLOOR AREA: 1490 SF DL = 200' SITE PLAN DRAWING INDEX: A1.1 PROJECT DATA, CODE ANALYSIS & SITE PLAN A1.2 GENERAL STRUCTURAL NOTES A1.3 GENERAL STRUCTURAL NOTES A3.1 ELEVATIONS AND SCHEDULES A3.2 SECTIONS A4.1 STRUCTURAL DETAILS A4.2 STRUCTURAL DETAILS PLANNING APPROVED • No changes 'can be madeto these plans without approval from the Planning Division of DCD Approved By: Date: ate:. REVISIONS No changes shall be made to thw_ scope of work without prior approval of Tukwila Building Division. NOTE: i revisions will require a new plan submittal and may include additional plan review fees. FILE COPY Permit Non .11.E.0.021 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Fiel. o+v conditions is acknowledged: By: Date: City of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: '11echanicai lectricai EW'lumbing ill,aas Piping City of Tukwila 1R. PROJECT LOCATION REVIEWED FOR GODYcOMPLIAivCE APPROVED MAR 27 218 BUILDING DIVISION WOOD FENCE 10'-0" REAR YARD 10,-0' SEWER SEMEN CONNECT TO (E) FOOTING DRAIN EXISTING DECK PRIMARY RESIDENCE DECK ADDIT ON 28'-6" INT REMODEL: 218 SF CONCRETE DRIV'WAY ADDITION: 781 SF IEEE/EE�EEEE L= 137.89' CONNECT TO (E) FOOTING DRAIN 1/16" 1'-0" :QfRECTION PROJECT INFORMATION: PROJECT DESCRIPTION: CURRENT ZONING: CLIMATE ZONE: OCCUPANCY TYPE: HEIGHT LIMIT: FRONT SETBACk: REAR SETBACK: SIDE SETBACK: APPLICABLE CODES: ZONE 4C RESIDENTIAL (R-3) 30'-0" 20'-0" 10'-0" 5-0 2015 IRC 2015 WSEC TMC CHAPTER 18 ARCHITECT MORGAN ELLIOTT 2320 29TH AVE S SEATTLE, WA 98144 (206) 354 2412 morganrobertelliott@gmail.com STRUCTURAL CONSULTING ROI CHANG ROICH STRUCTURAL (SE) P.O. BOX 28809 SEATTLE, WA 98118 (206) 745-2967 msroichang@gmail.com GEOTECHNICAL ENGINEER GEORESOURCES, INC 5007 PACIFIC HWY E, SUITE 16 FIFE, WA 98424 (253) 896-1001 APPROVED FEB 082018 City of Tukwila PUBLIC Works OldA\ DRAWING SYMBOLS LEGEND DETAIL ELEVATION SECTION WINDOW TAG DOOR TAG BENCHMARK (PROPERTY LINE) BENCHMARK (ELEVATION) (E) 1ST FLR 0'-0 CARBON MONOXIDE SENSOR SMOKE DETECTOR PARCEL NUMBER: 359700-0092 LEGAL DESCRIPTION: INTERURBAN ADD TO SEATTLE LOT 1 TGW UND INT IN TR A OF TUKWILA SHORT PLAT L06-057 REC #20090327900008 SD SP DAF— BEG AT NXN OF E LN OF 59TH AVE S & N LN OF PER SC #129565 TH S 20 FT TH S 88-48-20 E 200 FT TH S 01-29-40 W 150 FT TH S 88-48-20 E 225 FT TH N 01-29-40 W 170 FT TH W 425 FT TO BEG LESS ST PLat Block: Plat Lot: 5 orcc n roDert e Hc iott architecture • design • fabrication 9215 flEGISTERED ARCHITECT 'nORi• AN STATE OF ET ELLIOT' ASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT co co2 (6 0 J Q J 0 Z LL coo 177) PERMIT SET 2.01.18 REVISION 3.20.18 PROJECT DATA, CODE ANALYSIS S IT ETPOCANt ILA vuBoa 2 1 2013 PERMIT CENTER A1 .1 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) CRITERIA 2. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, DESIGN LOADING CRITERIA SPECIFICATIONS, AND TH 2015 INTERNATIONAL RESIDENTIAL CODE. ROOF SNOW LOAD 25 PSF FLOOR (RESIDENTIAL) 40 PSF DECK (RESIDENTIAL) 60 PSF LATERAL LOADS - WIND BASIC WIND SPEED IMPORTANCE FACTOR Kzt EXPOSURE INTERNAL PRESSURE COEFF. COMPONENTS AND CLADDING (20 SQ -FT SECTION, ULTIMATE) ROOF WALL LATERAL LOADS - SEISMIC 1. SEISMIC IMPORTANCE FACTOR 2. STRUCTURAL OCCUPANCY CATEGORY 3. MAPPED SPECTRAL RESPONSE ACCELERATIONS 4. BUILDING LOCATION 5. SITE CLASS 6. SPECTRAL RESPONSE COEFFICIENTS 7. SEISMIC DESIGN CATEGORY 8. BASIC SEISMIC FORCE RESISTING SYSTEM 9. DESIGN BASE SHEAR 10. RESPONSE MODIFICATION FACTOR 11. ANALYSIS PROCEDURE 110 MPH 1.0 1.0 B +/- 0.18 19.0 PSF (FIELD) / 31.0 PSF (EDGE) 23.6 PSF (FIELD) / 27.3 PSF (EDGE) 1=1.0 Ss=1.468g, S 1=0.548g 47.4706 N, 122.2583 W D SDs=0.979g, SD 1=0.548g D LIGHT FRAMED SHEAR WALL 21.0 KIPS R = 6.5 EQUIVALENT LATERAL FORCE 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. PLANS. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITION ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. REINFORCING STEEL SHOP DRAWING AND PLACEMENT PLAN HOLD DOWN SYSTEMS ENGINEERED WOOD JOISTS AND BEAMS PRE -MANUFACTURED WOOD TRUSSES (AS DEFERRED STRUCTURAL COMPONENT, SEE BELOW) 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SHOP DRAWINGS OF DEFERRED STRUCTURAL DESIGN BUILD COMPONENTS INCLUDING CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE -MANUFACTURED WOOD TRUSSES SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTAL OF DOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL AS REQUIRED. THE DEFERRED STRUCTURAL COMPONENTS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. QUALITY ASSURANCE 13. THE OWNER SHALL RETAIN A SPECIAL INSPECTOR TO PERFORM THE SPECIAL INSPECTION REQUIREMENTS AS REQUIRED BY THE BUILDING OFFICIAL AS OUTLINED IN SECTION 1704 OF THE SEATTLE BUILDING CODE. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION EPDXY GROUTED INSTALLATIONS PER ESR REPORT OTHER ELEMENTS AS REQUIRED PER JURISDICTION GEOTECHNICAL 14. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE WAS DETERMINED BY GEORESOURCES, INC. THE GEOTECHNICAL REPORT HAS BEEN SUBMITTED WITH THIS APPLICATION. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NO S ^3,_N.LURAt, ICINEF F 1 . B e I; 0 FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH FREE FROM ORGANIC MATERIALS AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. FOOTING EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS AND FREE OF WATER AT ALL TIMES. IF ORGANIC SILT AND/OR FILL MATERIAL IS ENCOUNTERED AT SUBGRADE, OVER -EXCAVATE A MINIMUM OF 2'-0" BELOW THE DESIGN FOUNDATION SUBGRADE ELEVATION PRIOR TO PLACING FOOTINGS. THE OVER -EXCAVATED AREAS SHALL BE BACKFILLED WITH STRUCTURAL FILL COMPACTED TO 95% PROCTOR PER ASTM D-1557 OR A LEAN CONCRETE MIX. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF COEFICIENT OF FRICTION (FACTOR OF SAFETY OF 1.5 INCLUDED) . . . 0.3 RENOVATION 15. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. CONCRETE 16. CONCRETE SHALL BE MIXED, PROPORT CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH BY THE CONTRACTOR IN ACCORDANCE WITH ACI. N€D E0N . YED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301, INCLUDING TESTING PROCEDURES. NORMAL WEIGHT 2500 PSI. IXES SHALL BE PROPORTIONED TO ACCOMMODATE PLACEMENT. SLUMP, W/C RATIO, ADMIXTURES, AND AGGREGATE SIZE WILL BE DETERMINED 17. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, and C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. 18. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 19. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-92 AND 318-08, LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" SLABS AND WALLS (INT. FACE) .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 21. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN-PLACE AND PRECAST. ANCHORAGE 22. EPDXY-GROUTED ITEMS INTO CONCRETE (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "RE-500SD" AS MANUFACTURED BY HILTI • CORP. INSTALL IN STRICT ACCORDANCE WITH ICBO-ES REPORT NO. ESR -2322. SPECIAL INSPECTION PER ESR. RODS SHALL BE ASTM A-36 GALVANIZED, UNLESS OTHERWISE NOTED. REVIEWED FOR ^CODE COMPLIA►N APPROVED MAR 27 MB it of ikwila IN IV,R31 Cab orc c n ro pert el Hc iott architecture • design • fabrication 9215 MOR Ai•1 P .RT EL!;O STATE CW ASH!'! VON MORGAN ROBERT ELLIOTT ARCHITECT T 0 0 0 u) W 0 < J o Oz LL. ti WA 98168 PERMIT SET 2.01.18 REVISION 3.20.18 GENERAL STRUCTRUAL NOTE:E�,./Eo CITY OF TUKWILA MAR 2 1 2013 PERMIT CENTER A1 .2 019-- WOOD 23. FRAMING LUMBER SHALL BE KILN DRIED OR MC -19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS AND BEAMS: LARGE BEAMS: POSTS: STUDS, PLATES & MISC. FRAMING: (2X (Sc 3X MEMBERS) (4X MEMBERS) (INCL. 6X AND LARGER) (4X MEMBERS) (6X AND LARGER) DOUGLAS FIR NO. 2 MINIMUM BASE VALUE, Fb = 850 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, Fc = 1300 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI HEM FIR NO. 2 24. PREFABRICATED WOOD TRUSSES SHALL BE METAL PLATE CONNECTED WOOD TRUSSES DESIGNED AND FABRICATED IN ACCORDANCE WITH THE CURRENT ANSI/TPI.1. TRUSSES SHALL BE DESIGNED TO SUPPORT THEIR OWN WEIGHT PLUS SUPERIMPOSED DEAD, LIVE, UPLIFT AND LATERAL LOADS INCLUDING, BUT NOT LIMITED TO THE LOADS AS FOLLOWS: TOP CHORD SNOW 25 PSF, TOP CHORD DEAD 10 PSF, BOTTOM CHORD DEAD 10 PSF, BOTTOM CHORD LIVE 10 PSF. WIND UPLIFT (TOP CHORD) PER DESIGN LOADING CRITERIA. THE TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE DESIGN, FABRICATION, AND ERECTION PROCEDURES FOR ALL TRUSSES, BLOCKING, INCIDENTAL FRAMING, TEMPORARY AND PERMANENT MEMBER LATERAL RESTRAINT AND BRACING, BRIDGING, CONNECTIONS, HOLDOWN ANCHORS, AND ALL OTHER ITEMS REQUIRED FOR A COMPLETE AND SAFE INSTALLATION OF THE TRUSS SYSTEM. CONTRACTOR SHAL SUBMIT DESIGN CALCULATIONS AND TRUSS DESIGN DRAWINGS (SEALED BY A LICENSED ENGINEER IN THE GOVERNING JURISDICTION) FOR APPROVAL BY THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD AND THE BUILDING OFFICIAL PRIOR TO MANUFACTURING THE TRUSSES. 25. PLYWOOD SHEATHING SHALL BE APA RATED, GRADE C—D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. GLUE IN CONFORMANCE WITH IBC 2304.7 AND TABLE 2304.7(2). 26. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY, EXPOSED TO WEATHER, OR THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LOCATED WITHIN 8" OF EARTH, SHALL BE PRESSURE—TREATED WITH AN APPROVED PRESERVATIVE. NAILS, SCREWS, BOLTS W/NUTS AND WASHERS, ANCHOR BOLTS, HOLDOWNS AND ANY OTHER STEEL DEVICES IN DIRECT CONTACT WITH THE TREATED WOOD SHALL BE EITHER STAINLESS STEEL OR GALVANIZED PER THE MANUFACTURER TO PREVENT DIRECT CONTACT BETWEEN THE STEEL AND THE TREATED WOOD. TAPED AND PAINTED SEPARATION TECHNIQUES MUST BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS AND RECEIVE PRIOR APPROVAL FROM THE ARCHITECT AND ENGINEER. 27. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG—TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2015. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE—HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. UNLESS OTHERWISE NOTED ON THE DRAWINGS, USE THE FOLLOWING HANGERS: 2X MEMBER TO FLUSH WOOD BEAM/LEDGER 2X MEMBER TO SILL PLATE OR STEEL BEAM TJI MEMBER TO FLUSH WOOD BEAM/LEDGER TJI MEMBER TO SILL PLATE OR STEEL BEAM 4X, LSL/LVL/PSL BEAM TO FLUSH WOOD BEAM/LEDGER 4X, LSL/LVL/PSL BEAM TO SILL PLATE OR STEEL BEAM INTERIOR 4X OR 6X POST TO CONCRETE BELOW 4X OR 6X POST TO WOOD BEAM ABOVE 28. WOOD FASTENERS LUS LB ITS ITS MIU MAX HWU ABU (W/5/8" DIA AR W/7" EMBED) PCZ/EPCZ A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE 6d 8d 10d 12d 16d BOX LENGTH 2" 2-1/2" 3" 3-1/4" 3-1/2" DIAMETER 0.113" 0.131" 0.148" 0.148" 0.135" SDS 1/4 SIMPSON STRONG TIE 1/4 LAG SCREW MINIMUM EMBEDMENT OF 2.5 INCHES IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) NAILS — PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. FOR REVIEW AND APPROVAL. C. BOLTS — ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60-70% OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" DIA AND SMALLER LAG SCREWS. 29. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE IBC, COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" 0.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. 4X8 HEADERS AT INTERIOR WALLS AND 6X8 HEADERS AT EXTERIOR WALLS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID—HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL WITH (4) 8d NAILS OR END NAIL WITH (2) 16d NAILS ON EACH STUD TO BOTTOM PLATE. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS @ 16" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT) @ 4'-0" 0.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT— UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d @ 8" 0.C. STAGGERED. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH NAILS @ 7" O.C. NAIL 1/2" GWB WITH 5d COOLER NAILS AND 5/8" GWB WITH 6d COOLER NAILS. PROVIDE 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), AND TOP AND BOTTOM PLATES WITH 8d NAILS @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" 0.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH (2) ROWS OF 16d NAILS @ 12" 0.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d @ 6" O.C. TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND WITH 10d @ 12"O.C.TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" O.C. WITH MINIMUM OF (2) 16d PER BLOCK UNLESS OTHERWISE NOTED. REVIEWED FOR CODE -COMP Li APPROVED MAR 27 2Q10 fAt of TodkvItila DING LI'IbIL... orc J an ro pert e Hc liott architecture • design • fabrication 9215 REGISTERED ARCHITECT MORG N Rie'T ELL!OT STATE OF WASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT PERMIT SET 2.01.18 REVISION 3.20.18 GENERAL STRUCTRUAL NOTES CFIVED CITY OF TUKWILA MAR 2 1 2013 PERMIT CENTER A1 .3 MASTER BEDROOM BEDROOM CLOSET BATH MASTER BATH WALK IN CLOSET r CLOSET BEDROOM UTILITY OFFICE LP EJ EXISTING SECOND FLOOR PLAN 1/4" = 1'-0" N r REMOVE WINDOW REMOVE CLERESTORY WINDOWS AND CUT IN DOOR I I I 1 00 00 .> DINING ROOM KITCHEN EXISTING RAISED PATIO GREAT ROOM REMOVE DOOR AND ENLARGE OPENING DEMO WING WALL DEMO WALL TO CONNECT TO NEW I SPACE I I I I I I I I BEDROOM 1 I I CUT IN DOOR PARKING SPACE #3 /BATH E PARKING SPACE #4 F GARAGE PARKING SPACE #2 PARKING SPACE #1 REPLACE TUB AND DOOR ENTRY JOWDERG L FIRST FLOOR DEMO PLAN 1/4" = 1-0" N REVIEWED FOR CODE -COMPLIANCE APPROVED MAR 27 201Q Ctv of Tukwila 141-4.1.F,100. taelltevitassaimen orc an roDert e lc iott architecture • design • fabrication 9215 " G !STE R Et) ARCH IT ECT MORG N R flIRT ELLIOT" STATE OF WASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT 311.911g WA 98168 PERMIT SET 2.01.18 REVISION 3.20.18 EXISTING AND DEMO PLANS c-,E.01.21VED • CITU OF TUKv,i1LA i 20M PERMIT CENTER A1.4 WINDOW CENTERED ON DOOR 4" CONC SLAB OVER R-10 RIGID INSULATION OVER 6 MIL VAPOR RETARDER AND 4" CAPILLARY BREAK 1.0 0 i / Fv\vv\\\ BEDROOM 10 FT CLOSET / CENTERLINE / / / / / / / V///////////////// BEDROOM CO �1 HOUR RATED WALL CI DWELLING UNITS / / 5"-9'" CLOSET COVERED WALKWAY LWD POST WD POST RAISED PLANTER BOX EXTEND EXISTING DECK COMPOSITE DECKING TO MATCH EXISTING BEAM LINE REFRAME FOR NEW WINDOW //////// /`/X.//W/ r30X22-1 L MIN / / MAX 1.75 GPM / ATTIC ACCESS, INSULATED AND ,,WEATHER STRIPPED ro x 0 24x27 DINING ROOM / /1 /J t SHOWER MAX 40x40 1.0 O SEMI—ACCESSIBLE BATHROOM INS IALL RAB BARS-- _ r" /////// //>/ —0 1 /2" REF KITCHEN MAX 1.75 GPM +12 FV STEP i LANDING MW CLERESTORY WINDOWS 00 00 KITCHEN GUARD ��RAIL �3 A3.2 LIVING ROOM x EXISTING RAISED PATIO C GREAT ROOM 00 BATH MAX WALK 1.75 N TUB GPM GARAGE ADU FLOOR PLAN 1/4" = 1'-0" ENTRY POWDER N CUT BACK EDGE OF EXISTING GARAGE ROOF OVERFRAME ONTO EXISTING GARAGE ROOF VALLEY LINE OF EXTERIOR WALLS THREE TAB ASPHALT COMPOSITE SHINGLES, MATCH EXISTING ROOF VENTING, QUANTITY AS NEEDED, REFER TO WALL SECTIONS 1 — —I N -1 1 L J ROOF PLAN 1/4" = 1'-O" 1 L 3.EVIEWED FOR . . ?DE COWLIANC i= APPROVED MAR 27 2018 Ciaooi_'. kikk iln .111- JINK DikM31611 J N orc an ro pert el I iott lc architecture design • fabrication 9215 V)? REGISTERED ARCHITECT MOR AN STATE OF ERT ELI 'OT ASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT 317,01/4) WA 98168 PERMIT SET 2.01.18 REVISION 3.20.18 CDU FLOOR PLAN AND ROOF PLAN «, CU_ .V'.'O T 1.JK i'ViLA PERMIT CENTER A2.1 3 A4.1 HD2 HD2 ,-HD2 r PROVIDE FLOOR SHEATHING PER PLAN NOTE #4 2X10 @ 16" OC HD2 9 LuJ LUJ F1.0 F1.3 A4.1 NEW FOUNDATION WALL AND REINF FOOTING PER DET�� SLAB ON GRADE PER PLAN NOTE #3 A4.1 m UJ CDw A4.1 2X8 @ 16" OC r X PROVIDE TO (E) MATCH N & REINF EMBED), PER DETA LQI F1.6 EPDXY DOWE S ONC WALL T W STEM WAL RCING (5" EV LENGTH L1 HD2 HD2 A4.1 2X10 @' 16" OC 2X10 L 2X10 LEDGER ANY PLY SHEATHING, STRAP OR HOLD DOWN REMOVED DURING DEMO MUST BE REPLACED IN KIND. REF DET 6 &7 PROVIDE EPDXY DOWELS TO (E) CONC WALL TO MATCH NEW STEM WALL & REINFORCING (5" EMBED), DEV LENGTH PER DETAIL 1 HUC HGR W/TITEN2 SCREWS TO (E) FDN WALL FOLSOM STRUCTURAL PLAN NOTES Foundation Plan Notes 1. Refer to Architectural drawings for all dimensions. 2. Existing conditions are assumed and should be verified by the contractor. Where discovered conditions vary from those shown on plans, contractor shall contact the engineer before proceeding with construction. 3. New 4" concrete slab shall be placed over 6 mil vapor barrier on 6" of gravel or crushed rock over firm undisturbed soil or engineered compacted back -fill. Reinforce with #4 bars @ 18"oc. 4. All footings must be centered on Toads above and placed on firm undisturbed soil or engineered compacted backfill. Refer to footing schedule for size and reinforcement requirements at all pad footings. 5. HD indicates hold-down at ends of shear wall above. 6. Refer to General Structural Notes for additional requirements. FOOTING SCHEDULE Mark Size Depth Reinforcement F1.0 1'-0" x 1'-0" 10" (2) #4 EA WAY F1.3 1'-3" x 1'-3" 10" (2) #4 EA WAY F1.6 1'-6" x 1'-6" 10" (2) #4 EA WAY Notes: Place all reinforcement 3" clear from bottom of footing Floor Framing Plan Notes 1. Refer to Architectural drawings for all dimensions. 2. Existing conditions are assumed and should be verified by the contractor. Where discovered conditions vary from those shown on plans, contractor shall contact the engineer before proceeding with construction. HD_ indicates hold-down at ends of shear wall above. Floor sheathing shall be 23/32" APA rated sheathing (48/24). Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Place long direction of plywood perpendicular to joists direction, stagger panel joists as shown on plan. 5. Provide Simpson LUS hangers for all 2x joists, typical. Refer to structural general notes for additional connection member information. Provide solid bearing under all point loads above. Decking shall be laid up with grain perpendicular to supports. At conditions where decking runs parallel to joists, provide 2x8 blocking between joists at 2'-6" oc. Stagger panel joints. Attach to each joist with (2) #8 screws. Each segment of decking must bear on a minimum of 3 joists (or 3 supports). All lumber exposed to weather shall be pressure treated with an approved process in accordance with AWPA Standards or shall be a naturally durable species. All connectors shall be galvanized or stainless steel. Fasteners and connectors shall be of the same corrosion -resistant material. 9. Refer to General Structural Notes for additional requirements. GARAGE ENTRY o POWDER EPDXY, WEDGE BOLT SPECIAL INSPECTION TO VERIFY HOLE DEPTH AND DUST REMOVAL, PRIOR TO INSTALLATION OF CONCRETE EPDXY APPLICATION FOR STEEL OR ANCHOR BOLT (OR IF APPLICABLE) WEDGE ANCHOR BOLTS. EPDXY STEEL OR BOLT SPECIAL INSPECTION SHALL BE WITH THE CONCRETE INSPECTIONS. INSPECTION OF WEDGE -ANCHOR -BOLT MAY BE INCLUDED WITH FRAMING INSPECTIONS. 4 I FOUNDATION AND FLOOR FRAIVrING PLAN 1/4" = 1'-0" HDR TYP. REF NOTE LSD 0 x 16 A4.2 n \ GIRDER TRUSS PROVIDE NEW ROOF SHEATHING PFR PLAN NOTE #3 6 < uJ m 2 �crn I / C / / / / / / /'6X6 POST X6 POST W/ CCQ,ECCQ CAP, TYP 19 A4.2 16 PREFAB TRUSSES I PER PLAN NOTE #4 17 A4.2 0 X A4.2 x - -I LCD x \I DBL STUD -DBL STUD Roof Framing Plan Notes 1. Refer to Architectural drawings for all dimensions 2. Plan indicates framing at roof level and shear walls below. 3. Roof sheathing shall be 19/32" APA rated sheathing (32/16). Attach sheathing with 10d nails @ 6"oc to all framed panel edges and 12"oc to all intermediate/field framing. Place long direction of plywood perpendicular to truss/joist framing direction, stagger panel joists as shown on plan. 4. Roof framing shall be prefabricated roof trusses @ 24"oc. Truss design to be provided by others. See General Structural Notes for design requirements. Contractor to submit copy of final truss design shop drawings to structural engineer for approval prior to fabrication. 5. See General Structural Notes for truss design load & submittal requirements. 6. All beams shall be flush framed and all headers dropped, uno.. Refer to structural general notes for additional connection member information. 7. Provide solid bearing under all point loads above. Headers over door and window openings (HDR) shall be (2)2x8 minimum. Unless noted otherwise, provide (1) full height (king) stud and (2) bearing (trimmer) stud at each end of beam/header. Nail multiple studs together per structural general notes. 8. Provide Simpson hardware PCZ/EPCZ column to beam connections, typical, uno. Refer to structural general notes for additional connection member information. 9. All stud walls shall be 2x studs @ 16"oc, uno.. 10. All new exterior walls shall be 6" SW6 per shear wall schedule, uno. 11. Refer to General Structural Notes for additional requirements. TRUSS BEARING ON WALLS BELOW. PROVIDE SHEATHED TRUSS BLOCKING PANELS FOR LOAD TRANSFER TO SHEAR WALL BELOW. REF DETAIL 19 (E) SW3 ANY PLY SHEATHING, STRAP OR HOLD DOWN REMOVED DURING DEMO MUST BE REPLACED IN KIND. REF DET 6 &7 GARAGE ENTRY � o POWDER C WALL AND ROOF FRAMING PLAN 1/4" = 1'-0" REVIEWED FOR CODE CDMPLIA1` APPROV; MAR a? ?Q1s city Tukwila. -norcan rooert elliott Hc architecture design • fabrication 9215 REGISTERED AricHiTEvr MOR .AN R ►t.RT ELLIOTT STATE Or w'AsHourrata MORGAN ROBERT ELLIOTT ARCHITECT CO CO oo 0) F - PERMIT SET 2.01.18 REVISION 3.20.18 FOUNDATION. AND FFUIG P A S.i1 d'"-" B� as`1 23 PERMIT CENTER A2.2 OOZ�- EXISTING HOUSE - ROOF PITCH INTENDED TO MEET EXISTING HOUSE BELOW EXISTING WINDOW SILLS NEW ROOF OVERFRAMED ONTO EXISTING— EXISTING GARAGE— FIBER CEMENT SIDING TO MATCH EXISTING—\\ CONNECT NEW DOWNSPOUTS TO EXISTING 4" STORMWATER CONVEYANCE CRAWL SPACE VENTING AS REQUIRED PER R408 SOUTH ELEVATION GARAGE ROOF LOWER SLOP COV WAI ER ED MAY— fCONNECT NEW DOWNSPOUTS TO EXISTING 4" STORMWATER CONVEYANCE WEST ELEVATION 1/4" = 1'-0" B 0 ADDITION ROOF WINDOW SCHEDULE itfr R. 0. (WXH) (IN) QTY AREA(SF) U—VALUE MANUFACTURER TYPE/MODEL CPD NUMBER/DESCRIPTION NOTES 1 72 X 60 2 60 0.30 CASCADE SERIES 7200, SLIDERS WPI—A-43-00364-00001 rg reit 2 36 X 60 2 30 0.30 CASCADE SERIES 7000, CASEMENT WPI—A-45-00354-00001 i ries 5' 3 24 X 24 3 12 0.30 CASCADE SERIES 7000, FIXED WPI—A-45-00354-00001 4 48 X 60 1 20 0.30 CASCADE SERIES 7200, SLIDERS WPI—A-43-00364-00001 EXISTING DOWNSPOUT CONNECTED TO SUBGRADE CONVEYANCE R NIEWED FOR E COMPLIANCE • APPROVED t4AR 7 2W1 City of Tukwila WOOD POSTS O —RAISED PLANTER BOX NORTH ELEVATION 3 1/4" = 1'-0" EXTERIOR DOOR SCHEDULE QD SIZE (WXH) (IN) QTY AREA(SF) U—VALUE MANUFACTURER TYPE/MODEL CPD NUMBER/DESCRIPTION NOTES 1 36 X 80 1 20 NA CUSTOM BUILT NA EXEMPT PER R402.3.4 SAFETY GLASS 2 72 X 80 1 40 0.30 CASCADE SERIES 7000, SLIDERS WPI—A-48-00075-00001 SAFETY GLASS REVIEW WINDOW AND DOOR PACKAGE WITH OWNER BEFORE ORDERING. THE INTENT IS TO MATCH THE MAKE AND MODEL OF THE EXISTING WINDOWS IN THE HOUSE. -norc J on roDert elliott Hc architecture • design • fabrication MO GAN ERT ELI"nT STATE OF WASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT 3fro/ a WA 98168 PERMIT SET 2.01.18 REVISION 3.20.18 ELEVATIONS AND SCHEDLIILUD CITY OF TUKWILA 01 2 1 2.B13 A3RIpCENTER VERIFY PLATE HEIGHT SO THAT NEW FASCIA ALIGNS WITH EXISTING. 2x6 WALLS WITH R-21 INSULATION FOOTING AND STEM WALL 4:12 PREMANUFACTURED TRUSSES AT 24" OC ACOUSTICAL AND 1—HR SEPARATION WALL CEILINGS INSULATED TO R-49 BEDROOM HALLWAY BEDROOM 1,-0" MATCH EXISTING KITCHEN LIVING ROOM SECTION 1/4" = 1'-0" EXIS UG CEILING: ADD (1) LAYER 0 5/8" TO EXISTING 1 " GWB TO CREATE 1—HR SEPA'ATION EXISTING PARTY WA REMOVE GW INSTALL 3" ACOUSTICAL BATTS 1/2" HORIZONTAL RESILIENT CHANNEL AT 24" OC 1/2" GWB ROOF ASSEMBLY: ASPHALT SHINGLES OVER ROOFING UNDERLAYMENT OVER SHEATHING PER STRUCT AND TRUSS FRAMING (PITCH 4:12) 1" AIR SPACE 5/8" TYPE X GWB AND PVA PRIMER PROVIDE VENTING AND BIRD SCREEN AT EAVES AND HIGH ROOF VENTS R-10 RIGID INSULATION AT ALL HEADERS WALL ASSEMBLY: FIBER CEMENT SIDING (MATCH EXISTING) OVER WEATHER BARRIER OVER PLYWOOD SHEATHING PER STRUCT OVER 2X6 FRAMING AND R-21 BATT INSULATION OVER 1/2" GWB AND PVA PRIMER R-30 BATT INSULATION PROVIDE CRAWL SPACE VENTING PER R408 6 MIL POLYETHYLENE CONCRETE FOUNDATION PER STRUCT 2x6 WALLS WITH R-21 INSULATION FOOTING AND STEM WALL cn x U Q w w LU C_) INSTALL 5/8" TYPE X GWB OVER EXISTING FRAMING AND SHEATHING PARATI 4:12 PREMANUFACTURED TRUSSES AT 24" OC CEILINGS INSULATED TO R-49 ATTIC VENTING LOCATED AT EAVES OR SOFFITS POST AND FOOTING \PLANTER BOX 11.•1.1..441.1141.1.<.1 0A41.4.6441••14.1 INTERIOR PARTY WALL SECTION 1/2" = 1'-0" FOOTING DRAIN PER R405.1, REF 5/A3.2 EXTERIOR ENVELOPE WALL SECTION 1/2" = 1'-O" SECTION CONCRETE FOUNDATION PER STRUCT APPROVED FILTER MEMBRANE MATERIAL GRAVEL OR CRUSHED ROCK AT LEAST ONE SIEVE SIZE LARGER THAN PIPE PERFORATIONS 4" PERFORATED PIPE REVIEWED FOR CODE COMPLIANCE APPROVED • 18 City of Tukv;. ila BUILD.lN .-DI : varo N • • 1'-0" MIN / / FOOTING DRAIN 1" = 1'-0" as orcan rooert elliott J Hc architecture design fabrication 9215 REG S 'c tiED ARCHITECT :i MOR AN R } RT ELLIOT STATE OF SHSNGTON MORGAN ROBERT ELLIOTT ARCHITECT co 00 Q J Y H 2 LI � Q J D � Z 177) PERMIT SET 2.01.18 REVISION 3.20.18 SECTIONS RECEIVED CITY OF TUKWILA MAR 21 2063 , IT CENTER A3PER • Z. 1N? 0 OLa* REINFORCING BAR LAP SPLICE & DEVELOPMENT LENGTH TABLE f'c = 3,000 psi Grade 60 Reinforcing Bar Size Min Lap Splice Lengths (Ls) Min Straight Development Lengths (Ld) Min Hooked Bar Embedment Lengths (Ldh) Top Bars Other Bars Top Bars Other Bars #3 29" 22" 22" 17" 6" 114 37" 29" 29" 22" 8" #5 47" 36" 36" 28" 10" #6 56" 43" 43" 33" 12" 117 81" 62" 62" 48" 13" #8 93" 72" 72" 55" 15" #9 105" 81" 81" 62" 17" #10 118" 91" 91" 70" 19" #11 132" 101" 101" 78" 22" 1 - REINFORCING BAR SCHEDULE SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE PLATE NAILING PER SW SCHEDULE 2x LEDGER TO RIM w/ (2) ROWS SDS Y4 x4 4,2 SCREWS 0 12"oc STAGGERED; JOISTS TO LEDGER w/ LUS HANGERS EXISTING FOUNDATION EXISTING JOISTS, DIRECTION & SHEATHING PER PLAN A35 CLIPS PER SW SCHEDULE 5/8"O EPDXY BOLTS OR SIMPSON UFP TO EXISTING FDN. PER SW SCHEDULE NEW FLOOR FRAMING AT EXISTING WALL Single Curtain CORNER BARS TO MATCH HORIZ. REINF. TYPICAL CORNER BARS: 24 N CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (alt. hooks) CROSS WALL Double Curtain 2CORNER BARS AT CONCRETE WALL AND FOOTING SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE PLATE NAILING PER SW SCHEDULE EXISTING FOUNDATION - EXISTING JOISTS, DIRECTION & SHEATHING PER PLAN A35 CLIPS PER SW SCHEDULE 5/8', EPDXY BOLTS OR SIMPSON UFP TO EXISTING FDN. PER SW SCHEDULE NEW SHEAR WALL AT EXISTING FRAMING SHEAR WALL PER PLAN NAILING PER SW SCHEDULE, TYP LSL RIM TO MUDSILL w/ A35 CLIPS PER SW SCHEDULE DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE z H 2 x O 2x PT w/ ANCHOR BOLT PER SW SCHEDULE (5/8"o @ 48"oc ELSEWHERE) JOISTS & SHEATHING PER PLAN /7-- f -IIII 1-1 I 111—III- "11— -I 1 I 5" 6" 5" / / / / WALL PERPENDICULAR TO FLOOR JOISTS #4 @ 12"oc EACH WAY, (2) #4 CONT @ TOP, ALT HOOKS @ BOT (2) #4 CONT BOT SHEAR WALL PER PLAN R NAILING PER SW SCHEDULE, TYP LSL RIM TO MUDSILL w/ A35 CLIPS PER SW SCHEDULE DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE �- =111=111IIIII �. �IIIIII_III 5" nI—IiI—Ii�— =1 III=1 I I=1 I I=1 I 611 5" / / 2x PT w/ ANCHOR BOLT PER SW SCHEDULE (WO @ 48"oc ELSEWHERE) (4) 0.113"0 BLOCK TO SHEATHING JOISTS & SHEATHING PER PLAN U BLKG @ 48"oc w/ (4) 0.131"0 NAILS WALL PARALLEL TO FLOOR JOISTS #4 @ 12"oc EACH WAY, (2) #4 CONT @ TOP, ALT HOOKS @ BOT (2) #4 CONT BOT SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE EXISTING FOUNDATION HOLDOWN PER PLAN EXISTING JOISTS, DIRECTION & SHEATHING PER PLAN ' as ADD (1) 2x CRUSH BLOCK AT EACH SIDE OF ANCHOR ROD ANCHOR ROD AND EMBEDMENT PER HOLDOWN SCHEDULE NEW HOLD DOWN AT EXISTING FRAMING SCALE: NTS II POST CONTINUOUS THROUGH DECK TO ROOF COLUMN PER PLAN - I I -III -1 1 =111;i11=1�1 1l C POST, PLINTH & FTG JOISTS & DECKING PER PLAN II ,// I I-1 1 1-1 1 1 w II F-11 —111-111-111-111—II 1-111 PER PLAN l� COLUMN TO FLOOR FRAMING ABOVE w/ (2) A34 CLIPS AS SHOWN ABU SERIES POST BASE 10" SQ PLINTH REINF w/ (4) #4x LVERT & #3x @ 8"oc FOOTING REINF PER PLAN CONTINUOUS ROOF COLUMN AT PORCH SCALE: NTS SCALE: NTS BEAM PER PLAN JOISTS & DECKING PER PLAN (beyond) \ c BEAM, PLINTH & FTG z 1111L.4-11_111-11 11111 1 11 1 I=1 i -=1T-1 I II I II I IIII I II I II 1111 � 11 I I I I I I 1111 � 11 PER PLAN ABU SERIES POST BASE 1—III 10"" SQ PLINTH REINF w/ (4) #4x LVERT & #3x F1 @ 8"oc FOOTING REINF PER PLAN FOOTING AT PORCH BEAM SUPPORT 10 SCALE: NTS SCALE: NTS 2x OR LSL 16d NAILING PER SCHEDULE EDGE NAILING OVER EA. STUD 16d NAILING PER SCHEDULE Detail A 16d NAILING PER SCHEDULE Detail B 2x NAILER PLYWOOD EDGE PLAN VIEW AT ABUTTING PANEL EDGES OF SW3 & SW4 SHEARWALL SCHEDULE SCALE: NTS SCALE: NTS DECKING PER ARCH DECK JOISTS TO 2x LEDGER w/ LUS HANGERS & 2x LEDGER TO LSL RIM w/ (2) ROWS SDSY4 x4 W SCREWS C� 12"oc STAGGERED —�- III -1 I I 1 I—I I I - III I1=111=1 =111=1II= III I1-11 -I 11=1 I I-1 1 I—I 1 I—I 11=111- —I 11=1 I I—I 11 L= 11=1 11I 11 =1 I 1=111=1 I 1=11 I_I 11=I 11_ 08 PORCH DECK TO FLOOR FRAMING 8 SCALE: NTS SCALE: NTS Shear -wall Schedule °®©©® rREVlEWE,D FOR CQDE COM LtANC APPROVED MAR 2.7 Qts y. CityOf 1 tkwila Mark nuul I i VII ML VERT. BARS Panel Edge Nailing Top Plate if TJI Connection if 2x or LSL ® Base Plate at Wood Connection at Concrete SW6 1542" PLYWOOD 8d ® 6"oc 16d © 6"oc A35 ® 24"oc 16d @ .. 5/8"0 A.B. @ 48"oc SW4 1542" PLYWOOD // 16d ® 4"oc CORNER BARS TO CORNER BARS „, MATCH EXTERIOR HORIZ. REINF. TYPICAL CORNER BARS: TO MATCH CROSS WALL HORIZ. REINF. CROSS < WALL N 24 Double Curtain 2CORNER BARS AT CONCRETE WALL AND FOOTING SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE PLATE NAILING PER SW SCHEDULE EXISTING FOUNDATION - EXISTING JOISTS, DIRECTION & SHEATHING PER PLAN A35 CLIPS PER SW SCHEDULE 5/8', EPDXY BOLTS OR SIMPSON UFP TO EXISTING FDN. PER SW SCHEDULE NEW SHEAR WALL AT EXISTING FRAMING SHEAR WALL PER PLAN NAILING PER SW SCHEDULE, TYP LSL RIM TO MUDSILL w/ A35 CLIPS PER SW SCHEDULE DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE z H 2 x O 2x PT w/ ANCHOR BOLT PER SW SCHEDULE (5/8"o @ 48"oc ELSEWHERE) JOISTS & SHEATHING PER PLAN /7-- f -IIII 1-1 I 111—III- "11— -I 1 I 5" 6" 5" / / / / WALL PERPENDICULAR TO FLOOR JOISTS #4 @ 12"oc EACH WAY, (2) #4 CONT @ TOP, ALT HOOKS @ BOT (2) #4 CONT BOT SHEAR WALL PER PLAN R NAILING PER SW SCHEDULE, TYP LSL RIM TO MUDSILL w/ A35 CLIPS PER SW SCHEDULE DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE �- =111=111IIIII �. �IIIIII_III 5" nI—IiI—Ii�— =1 III=1 I I=1 I I=1 I 611 5" / / 2x PT w/ ANCHOR BOLT PER SW SCHEDULE (WO @ 48"oc ELSEWHERE) (4) 0.113"0 BLOCK TO SHEATHING JOISTS & SHEATHING PER PLAN U BLKG @ 48"oc w/ (4) 0.131"0 NAILS WALL PARALLEL TO FLOOR JOISTS #4 @ 12"oc EACH WAY, (2) #4 CONT @ TOP, ALT HOOKS @ BOT (2) #4 CONT BOT SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE EXISTING FOUNDATION HOLDOWN PER PLAN EXISTING JOISTS, DIRECTION & SHEATHING PER PLAN ' as ADD (1) 2x CRUSH BLOCK AT EACH SIDE OF ANCHOR ROD ANCHOR ROD AND EMBEDMENT PER HOLDOWN SCHEDULE NEW HOLD DOWN AT EXISTING FRAMING SCALE: NTS II POST CONTINUOUS THROUGH DECK TO ROOF COLUMN PER PLAN - I I -III -1 1 =111;i11=1�1 1l C POST, PLINTH & FTG JOISTS & DECKING PER PLAN II ,// I I-1 1 1-1 1 1 w II F-11 —111-111-111-111—II 1-111 PER PLAN l� COLUMN TO FLOOR FRAMING ABOVE w/ (2) A34 CLIPS AS SHOWN ABU SERIES POST BASE 10" SQ PLINTH REINF w/ (4) #4x LVERT & #3x @ 8"oc FOOTING REINF PER PLAN CONTINUOUS ROOF COLUMN AT PORCH SCALE: NTS SCALE: NTS BEAM PER PLAN JOISTS & DECKING PER PLAN (beyond) \ c BEAM, PLINTH & FTG z 1111L.4-11_111-11 11111 1 11 1 I=1 i -=1T-1 I II I II I IIII I II I II 1111 � 11 I I I I I I 1111 � 11 PER PLAN ABU SERIES POST BASE 1—III 10"" SQ PLINTH REINF w/ (4) #4x LVERT & #3x F1 @ 8"oc FOOTING REINF PER PLAN FOOTING AT PORCH BEAM SUPPORT 10 SCALE: NTS SCALE: NTS 2x OR LSL 16d NAILING PER SCHEDULE EDGE NAILING OVER EA. STUD 16d NAILING PER SCHEDULE Detail A 16d NAILING PER SCHEDULE Detail B 2x NAILER PLYWOOD EDGE PLAN VIEW AT ABUTTING PANEL EDGES OF SW3 & SW4 SHEARWALL SCHEDULE SCALE: NTS SCALE: NTS DECKING PER ARCH DECK JOISTS TO 2x LEDGER w/ LUS HANGERS & 2x LEDGER TO LSL RIM w/ (2) ROWS SDSY4 x4 W SCREWS C� 12"oc STAGGERED —�- III -1 I I 1 I—I I I - III I1=111=1 =111=1II= III I1-11 -I 11=1 I I-1 1 I—I 1 I—I 11=111- —I 11=1 I I—I 11 L= 11=1 11I 11 =1 I 1=111=1 I 1=11 I_I 11=I 11_ 08 PORCH DECK TO FLOOR FRAMING 8 SCALE: NTS SCALE: NTS Shear -wall Schedule °®©©® rREVlEWE,D FOR CQDE COM LtANC APPROVED MAR 2.7 Qts y. CityOf 1 tkwila Mark Sheathing Panel Edge Nailing Top Plate if TJI Connection if 2x or LSL ® Base Plate at Wood Connection at Concrete SW6 1542" PLYWOOD 8d ® 6"oc 16d © 6"oc A35 ® 24"oc 16d @ .. 5/8"0 A.B. @ 48"oc SW4 1542" PLYWOOD 8d © 4"oc 16d ® 4"oc A35 CO 16"oc 16d ® 4"oc 5/8"0 A.B. ® 32"oc SW3 ® 1%2" PLYWOOD 8d © 3"oc (2)rows 16d @I 6"oc A35 ® 12"oc 16d © 3"oc 5/8"0 A.B. ® 16"oc 2SW4 1542" PLY, BOTH SIDES 8d ® 4"oc (2)rows 16d @ 4"oc A35 ® 8"oc (2)rows 16d @ 4"oc 5/8"0 A.B. ® 12"oc ® BLOCK PANEL EDGES WITH 2x LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d © 12"o.c. C 8d NAILS SHALL BE 0.131"0 x 21/2" (common) - 16d NAILS SHALL BE 0.135 x 31/2" (box) 03 EMBED ANCHOR BOLTS AT LEAST 7". PROVIDE HILTI HIT RE 500 SD EPDXY ANCHORS AT EXISTING CONCRETE. •(12" EMBED) ALL BOLTS SHALL HAVE MIN 3" x 3" x 1/4" PLATE WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF EDGE OF BOTTOM PLATE ON SIDE(S) WITH SHEATHING, TYP UNO. O 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF SW3.., REFER TO DETAIL B. 05 TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING.' ® ALL EXTERIOR WALLS SHALL BE SW6 UNLESS NOTED OTHERWISE. OO LTP4's MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. ® A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. orcc n rooert e Hc liott architecture • design • fabrication 9215 REGISTERED ARCHITECT MOR .AN RO j'T ELLIOI St,A'r ©F\NMINGTbN MORGAN ROBERT ELLIOTT ARCHITECT 31101 18 00 CO 0) PERMIT SET 2.01.18 REVISION 3.20.18 STRUCTURAL DETAILS RECEIVED CITY OF TUKWILA Ea 2 221 PERMIT CENTER A4.1 Holdown Schedule Pian Mark Screws Anchor Bolt A.B. Embed Holdown if 2x4 Post 0 if 2x6 HDU2 (6) SDS 1/4"x21/2" 5/8"0 12" 0® (2) 2x4 (2) 2x6 HDU4 (10) SDS 1/4"x21/2" 5/8"0 12" 00 (2) 2x4 (2) 2x6 HDU5 (14) SDS 1/4"x21/2" 5/8"0 12" 00 (2) 2x4 (2) 2x6 0 MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE NOTED ON PLAN. 0 SIMPSON STRONG -TIE PRODUCTS. ® 12" MINIMUM EMBED w/ 3" SQUARE WASHER PLATE. ® PROVIDE HILTI HIT RE 500 SD EPDXY ANCHORS AT EXISTING CONCRETE. (MIN 12" EMBED) SHEARWALL PER PLAN HOLDOWN POST PER SCHEDULE EDGE NAIL PER SW SCHEDULE HDU HOLDOWN CONT. #4 EA. SIDE OF ANCHOR BOLT AT NEW CONCRETE • it FRAMING CONT. WHERE OCCURS HEADED BOLT OR ALL -THREAD W/ WASHER AND NUT PER SCHEDULE c)TYPICAL HOLD DOWN SCHEDULE SCALE: NTS PRE -MANUFACTURED TRUSS & SHEATHING PER PLAN 0.131"0 @ 6"oc TO 2x/LSL OR TRUSS BLK'G 10d @ SPACING PER SHEARWALL SHEDULE TYP STRAP WHERE SPECIFIED* EXTEND SHEAR WALL SHEATHING AND NAIL TO BLK'G PER SW SCHEDULE SHEAR WALL PER PLAN H2.5A @ 24"oc & AT GABLE ENDS HOLDOWN WHERE SPECIFIED* AT CORNER SHEARWALL PER PLAN STAGGER NAILS * REFER TO HOLDOWN SCHEDULE AND GENERAL NOTES FOR MINIMUM MEMBER AND ATTACHMENT REQUIREMENTS 13 10d @ SPACING PER SHEARWALL SHEDULE10 TYP HOLDOWN WHERE SPECIFIED* STAGGER NAILS AT INTERIOR TYPICAL SHEARWALL INTERSECTIONS SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE - 0.131"@6"oc TO 2x NAILER, NAILER TO (E) WALL STUDS w/ - SDS Y4 x4 - SCREWS @ 1 6"oc ,,, PRE -MANUFACTURED TRUSS PER PLAN EXTEND SHEATHING FROM SW BELOW TO RIM AND APPLY PANEL EDGE NAILING PER SW SCHEDULE EXISTING JOISTS & SHEATHING PER PLAN , ,i, , t„ i ,l, , r,, , „i cp16TRUSSES PERPENDICULAR TO EXTERIOR WALL NEW ROOF TRUSS AT EXISTING WALL 17 NTS SCALE: NTS SCALE: TOP CHORD SPLICE (12) 0.148"0x34" © 4"oc STAGGERED AT EA SIDE OF SPLICE, TYP (SEE NOTE 1) 0.148"0x34" © 12"oc STAGGERED ELSEWHERE 6'—O" MIN BETWEEN SPLICES SPLICE TO OCCUR AT OF VERT STUD, TYP NOTES: 1. WHERE BOTH TOP PLATES ARE DISCONTINUOUS: SPUCE w/ (1) CS16 x 3'-O" STRAP, 14 TYPICAL TOP PLATE SPLICE 1 BOT CHORD SPLICE SCALE: NTS SHEATH EXISTING WALL PER PLAN AND SW SCHEDULE 18 0.131"@6"oc TO 2x LEDGER LEDGER TO (E) WALL STUD wl SDS'x4-'/2 @ 1 6"oc PRE -MANUFACTURED TRUSS PER PLAN HANGER PER TRUSS MFR. 2x LEDGER. TO FRAMING w/ (3) ROWS SDS14x4-1/2 SCREWS @ 16 "oc EXISTING JOISTS & SHEATHING PER PLAN ,., 7 i L• ,,, , ,,, , 7,, , 7,, TRUSS LEDGER TO WALL CONNECTION SCALE: NTS TYP STUDS IN WALL (6) 16d EACH END (1) FULL -HEIGHT (KING) STUD BEARING (TRIMMER) STUDS PER PLAN, (2) 2x MIN UNO 15 TYP DOUBLE TOP PLATE NAIL ALL STUDS PER GEN NOTES TYPICAL HEADER SUPPORT SCALE: NTS 0.131"O NAILS @ 6"oc 2x FRAMING TYP. SHEATH PANELS TO MATCH SHEAR WALL BELOW ROOF SHEATHING PER PLAN A TRUSSES PER PLAN PLATE NAILING PER SHEAR WALL SCHEDULE TRUSS BLOCKING PANEL ABOVE WALL SCALE: NTS SHEAR WALL PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED • MAR 27 2018 Cit of Tukwila or c n roDert e I liott architecture • design • fabrication 9215 F{ECISTEI1ED ARCHITECT MOR AN R.P.T E1!."•, STATE OF WASHINGTON MORGAN ROBERT ELLIOTT ARCHITECT co co rn 2 (1)w- 0 > Q p 0 z LL ti PERMIT SET 2.01.18 REVISION 3.20.18 STRUCTURAL DETAILS (RECEIVED CITY OF TUKWILA 4)b\2"i2Ud PERMIT CENTER A4.2 1:1- )j