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HomeMy WebLinkAboutPermit D19-0396 - LEI-SAM RESIDENCE - FIRE DAMAGE REPAIRLEI-SAM RESIDENCE -FIRE DAMAGE 4405 S 150TH ST FINALED 09/11/2020 D19-0396 Parcel No: Address: �� �� City of Tukwila Department of Community, Development 6]0O5oothoenterBoulevard, Suite #1JB Tukwila, Washington 98188 Phone:2UG-431'3G7V Inspection Request Line: 206-438-9350 Web site: htti)://www.TukwilaWA.Rov 0042000270 DEVELOPMENT PERMIT Project Name: LEI-SAM RESIDENCE - FIRE DAMAGE Permit Number: D19-0396 Issue Date: 1/16/2020 Permit Expires On: 7/14/2020 Owner: Name: Contact Person: Contractor: Address: License No: Lender: Name: LB-SAyWR0DGR|CKM 4405 SISOTH STUE|-SAK4ANNETT[T' TUKVV|U\WA, 98188 MARK HAERTJENS 13450 NE 177 PL, VVOOD|NV|LLE, VVA' 980/2 STATEWIDE RESTORATION INC l9l40NEPORTALWAY ,PORTL4ND' OR'973ZU STATEWIDE RESTORATION 13450NEI77PL,VVOOD|NV|LLE`, VV4'98O72 Expiration Date: 7/2/2020 DESCRIPTION QFWORK: FIRE DAMAGE R EPAI R/4LTE RATION. REMOVE AND REPLACE ROOF SYSTEM. REMOVE CHIMNEY AND REPLACE WITH GAS FIREPLACE. REMOVE WALL COVERINGS AND INSULATION AND REPLACE. CHANGE LAYOUTOF THE FLOOR PLAN PER SUBMITTED PLANS, Project Valuation: $110,000l0 Type ofFire Protection: Sprinklers: Fire Alarm: Type ufConstruction: VU Electrical Service Provided by: TUKWILA Fees Collected: $2,858.25 occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted bythe City mfTukwila: 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: VVACities Electrical Code: VVA[Z96'46B: Code: = Public Works Activities: Chan ne|ization/5thping: [u/b[ut/Acze»s/Sidmwa(k: Fire Loop Hydrant: Flood Control Zone: HmvUnQ/OxersbeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: O Number O No Permit Center Authorized Signature: ! —/6--0 nl^�� I hearby certify that I have read and examined this permit and know the same to be true and correct. Al 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 orlocal laws regulating construction o/the performance o/work. |amauthorized tusign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name: .' ^e ~ �/60,—RIO -'� a, 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: 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. 2: 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. 3: Truss shop drawings shall beprovided with the shipment of trusses delivered tuthe job site. Truss shop drawings shall bear the seal and signature ofaWashington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. S: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector, No exception. 6: 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 onsatisfactory completion ufthis requirement. 7: All construction noise tobeincompliance with Chapter 8.ZZof the City ofTukwila Municipal Code. Acopy can beobtained atCity Hall inthe office ofthe City Clerk. 8: 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. 9: 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). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: 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. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0409 FRAMING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 1900 PLUMBING FINAL 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:11www.TukwilaW A. go v uilding Permit No. et 0 q Project No. .. Date Application Accepted: --'17‘."1 Date Application Expires: . *- *7- or 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. **Please Print** SITE 0 AT ON Site Address: tfii-OS- S i.s-07-fr/ Sr icr Tenant Name: ReCit,rel-- L. 1 - s at I King Co Assessor's Tax No.: 00 0-0070 Suite Number: PROPERTY OWNER Name: ,sa i- L E 1 -S- Address: 9 Li 0 s- s i s_o To. 67._ City: State: kg -r-uk_uo.; I ,l. Zip: eTi77g- K CONTACT PERSON - person receiving all project communication Name: 14.,xrr, ..., Address: -7.1-pi, pi City: oe , State: pt Zip: Phone:9**c______________ Email: 4-5, Se-Ctia, '`I 0 544-f e- w; ell-, co cry DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION Company Name: e r- Address: 13 qco 7 City: w 04144 0 State: k Zip: Phone: csr I s-, ifilLf . 048..44, St Conti: Reg No.: Exp Date: 5iAre e t i..cp Tukwila Business License No.: Floor: New Tenant: L1 . Yes ARCHITECT OF RECORD. Company Name: fi Address: City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: ixbh(0.._ Erk ; Aar s i „lc Address: /0 9.....q mar 4 City: ,,k,'/-041.1 6.1 State: 14. hil. zip: 9,6/3 3 Phone: 0 5 , „. („0.60 Email: LENDER- WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27 095) Name: " 4' t Address: I /VE h Pi City: City: We_ State: wig_ Zip: ,r,ra MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: W: \Permit Center (Rachelle)Applications\ Word \ Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page I of 3 BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ ea Describe the scope of work (please provide detailed information): 1‘.re- jfejet.+4 0 . e_ka re.k)la_crt_ vdi''K. las 144vitj v 14/411 Ca I,/ 115 Jar a01 d Will there be new rack storage? D.. Yes o If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC ls' Floor /1610 0 2'd Floor 3rd Floor Floors thru Bascmciit Accessory Structure* Garage 0 Attached 0 Detached Carport 0 Attached 0 1)etached Covered Deck Uncovered Deck 22 a, Sth. PLANNING DIVISION INFORMATION — 206-431-3670 Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MA I'ERIALS— 206-575-4407 0 Sprinklers Ej Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If '`yes', attach list of materials and storage locations on a separate 8-1/2" x II" paper including quantities and Material Safety Data Sheets. PUBLIC WORKS INFORMATION — 206-433-0179 0 ...Permanent Water Meter Size (1) . " WO # (2) " WO # (3) " WO 4 0 ...Temporary Water Meter Size (1). " WO # (2) " WO 4 (3) " WO 4 0 ...Water Only Meter Size 5, WO # 0 Deduct Water Meter Size , 0 ...Sewer Main Extension Public la Private 0 0...Water Main Extension Public Ei Private 0 WAParma Center (Rachel le)6Applicalions \ Word \Construction Permit Application Revised 6-2019.docx Revised: June 2019 Page 2 of 3 4 0 PERMIT 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). 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTI:7IZED GENT: Signature: Print Name: Mart iffttrlio.a,S Mailing Address: 5-0 iVE: '7 7fr4 pi Date: /GP- —/ 7 -/ Day Telephone: etig wo 0 (kilo/le 14..44 98-07„)___ city state Zip WAPetinit Culler (RachellcMpplications1Word \Construcsion Permit Application Revised 6-2019. docs Revised: June 2019 Page 3 of 3 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,767.95 D19-0396 Address: 4405 S 150TH ST Apn: 0042000270 $1,767.95 Credit Card Fee $51.49 Credit Card Fee R000.369.908.00.00 0.00 $51.49 DEVELOPMENT $1,635.03 PERMIT FEE R000.322.100.00.00 0.00 $1,628.53 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $81.43 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19692 R000.322.900.04.00 0.00 $81.43 $1,767.95 Date Paid: Tuesday, January 14, 2020 Paid By: MARK HAERTJENS Pay Method: CREDIT CARD 04337G Printed: Tuesday, January 14, 2020 10:52 AM 1 of 1 SYSTEMS CO TUKwILA ETR4KIT 6280 SOUTH[ENTER DLVQ TUKWILA, WA 98188 206'433'1870 CITY OF TVKwILA Date: 81/14/2020 10:51:44 AM CREDIT CARD SALE VISA CARD NUMBER: TRAN AMOUNT: $1,767.95 APPROVAL [D: 04337G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT 1 l',.. QUANTITY ,i; -4 PAID $1,090.30 D19-0396 Address: 4405 S 150TH ST Apr,: 0042000270 $1,090.30 Credit Card Fee $31.76 Credit Card Fee R000.369.908.00.00 0.00 $31.76 DEVELOPMENT $1,058.54 PLAN CHECK FEE TOTAL. FEES PAID BY RECEIPT: R19314 R000.345.830.00.00 0.00 .. $1,058.54 $1,090.30 Date Paid: Tuesday, December 17, 2019 Paid By: MARK HAERTJENS Pay Method: CREDIT CARD 00402G Printed: Tuesday, December 17, 2019 9:03 AM 1 of 1 SYSTEMS CO TUxwzL4 [TRAKzT 5280 S0UTH[ENTER BLVD TUKwILA, W4 98188 206'433'1870 CITY Of TUKwILA Date: 12/17/2019 09:00:13 4m CREDIT CARD SALE VISA CARD NUMBER: TRAN AMOUNT: $1^090.30 APPROVAL [D: 00402G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy DE1 DIBBLE ENGINEERS INC December 13, 2019 Roderick & Annette Lei -Sam, Homeowners Care of: Statewide Restoration Attn: Kaleb Wilder, DES Manager 13450 NE 177th Place Woodinville, WA 98072 FILE Re: Lei -Sam Residence Fire Restoration 4405 S 1500 St, Tukwila WA 98188 King County Parcel #00-4200-0270 DEI Project #19-466 Dear Mr. Wilder: b STRUCTURAL REPORT REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 3 2020 City of Tukwila BUILDING DIVISION 03, Dibble Engineers Inc. (DEI), completed a site visit to the Lei -Sam Residence on November 21s1, 2019 at 4405 S 150th Street in Tukwila, Washington due to a recent fire. While onsite DEI reviewed the house framing for damage. Present during the site visit were Michael Miller II with DEI and Kaleb Wilder with Statewide Restoration. The purpose of this letter is to summarize the observations made in field and summarize the design scope. The Lei -Sam residence is a single -story wood framed structure. The interior finishes were removed in order to visually inspect the structural framing members. The roof framing was substantially damaged across the majority of the house. The entire roof is to be removed and replaced with new truss system per the attached Structural Drawings. Two sections of wall are damaged: A section of wall on the south elevation is damaged. The damaged portion of wall is to be removed and replaced with double doors creating an approximate 5' opening. The 2'-6" opening in the adjacent room is to be framed in. Therefore, the length of shearwall on the southern elevation is reduced from +/-25' to +/-22'-6” equaling the permitted 10% increase in demand to the lateral force resisting system per the 2015 IEBC Section 807.5. A section of wall on the west elevation is damaged. The damaged portion of wall is to be repaired per the attached Structural Drawings. The wall damage is less than substantial; therefore, may be restored to its pre -damaged state with like -kind replacements per the 2015 IEBC Section 606.2.1. Damaged sheathing shall be replaced in minimum 4'x4' sections with minimum nailing per the General Wood Remediation Guidelines attached. During repairs, framing should be inspected for further damage using the attached General Wood Remediation Guidelines. Additional scope is to remove the existing masonry chimney / fireplace and replace with a new factory -built chimney / fireplace with new wood -framed chimney chase enclosure. Dibble Engineers appreciates your business. We invite you to please contact us with any questions or for clarifications to our work, and we will be happy to assist. Sincerely, DIBBLE ENGINEERS, INC, Michael H. Miller11, EIT Design Engineer mmillerdibbleengineers.com cc: Robb A. Dibble, PE 12/13/2019 Attachments: General Wood Remediation Guidelines, Structural Calculations, Structural Drawings RECEIVED CITY OF TUKWILA btt- g 1 7 2019 PERMIT CENTER DIBBLE ENGINEERS INC I 1029 Market Street, Kirkland WA 98033 I 425.828.4200 I dibbleengineers.com DEI DIBBLE ENGINEERS INC Lei -Sam Residence Fire Restoration December 13, 2019 GENERAL WOOD REMEDIATION GUIDELINES These guidelines provide general recommendations for the repair of structural wood frame members that have limited wood charring due to fire. Temporary Shoring: Any structural framing that is unstable or suspect of collapse shall be shored immediately. Safety of the occupants are first priority on the project site. The contractor is responsible for all temporary shoring of the structure. Determine the magnitude of charring that penetrates the structural framing members using a small flathead screwdriver or an awl as a test probe, Fully expose the wood char. Structurally competent wood should be resistant to the insertion of the tool. Remove all char from the wood framing or structural member. Wood Treatment: All structural framing that has had char removed or has been exposed to significant smoke should be sealed with an oil or solvent based primer. Replacement: Framing members that require removal and replacement based on the criteria below shall be replaced with new wood framing in similar kind. Special Conditions: Where questions arise regarding the extent of charring or the mitigation, the structural EOR will make the final determination. For unique conditions and areas of significant deterioration the structural EOR is to be contacted to assist in generating detailed recommendations. PROJECT AND FRAMING SPECIFIC RECOMMENDATIONS STUDS Minor Charring on the surface of the stud (up to 3/16" deep) will require removal of the char through a mechanical effort and sealed with an appropriate primer. The addition of a matching stud nailed alongside (sistered) with 10d (0.148"-diameter x 3"- Fong) common nails @ 12" oc, may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard. Significant Charring to the stud (more than 3/16" deep by up to one -quarter of its length) requires sistering or the removal and replacement of the charred stud, All studs with significant charring at holdowns must to be addressed by the structural EOR on a case -by -case basis. TOP AND BOTTOM PLATES Replace all plates at bearing walls and/or shearwalls which show signs of charring with new material. All framing lumber in contact with concrete shall be replaced with treated framing with an approved wood preservative. Top and Bottom Plates at shearwalls that are replaced are to be strapped to adjacent plates with a minimum Simpson LSTA24. Stagger the splice location of the double top plates. New sections of top and bottom plates should be plate nailed to the rim joist with 16d (0.161"-diameter x 3.5"-long) nails at 4" (minimum, or to match existing) on center. Site specific conditions should be reviewed by the structural EOR. PLYWOOD WALL SHEATHING Deteriorated Wall Sheathing shall be removed and replaced in minimum 4-foot x 4-foot sections. The new and existing sheathing shall be nailed to new 2x blocking at all panel edges to match the stud depth at the sheathing edges. Nail plywood sheathing with 10d common nails at 6" oc at all edges and 12" oc in the field to match existing nail size and spacing. PAGE 2 OF 4 DEI DIBBLE ENGINEERS INC Photo 1 Lei -Sam Residence Photo 3 Daaged Roof Framing Lei -Sam Residence Fire Restoration December 13, 2019 Photo 2 Damaged Roof Framing Photo 4 Damaged Roof Framing PAGE3OF4 DEI DIBBLE ENGINEERS NC Damaged Wall on South Elevation Damaged Wall on West Elevation Lei -Sam Residence Fire Restoration December 13, 2019 Damaged Wall on South Elevation from Interior Photo 8 Chimney to be Replaced PAGE 4 OF 4 DEI % DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS LEI-SAM RESIDENCE FIRE RESTORATION 4405 S 150th ST Tukwila, WA 98188 Prepared for Statewide Restoration Project # 19-466 December 13, 2019 12/13/2019 DIBBLE ENGINEERS INC 11029 Market Street, Kirkland WA 980331425.828.4200 dibbleengineers.com 12/4/2019 ATC Hazards by Location airc Hazards by Location Search Information Address: 4405 S 150th St, Tukwila, WA 98188, USA Coordinates: 47.4685218, -122.27835119999997 Elevation: ft Timestamp: 2019-12-04T21:38:11.952Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI 25-Year 74 mph MRI 25-Year MRI 50-Year 78 mph MRI 100-Year •Redmond Tacoma sileitof) 0 Priyup Gog.'"'"`" Map Report a map error 72 rnph 79 mph MRI 50-Year 85 mph 83 mph MRI 100-Year Risk Category I ... 92 mph Risk Category II Risk Category III Risk Category IV 98 mph 105 mph 109 mph 91 rnph Risk Category I . „,„ 100 mph Risk Category III -IV . 115 mph ASCE 7-05 ASCE 7-05 Wind Speed . 85 mph The results indicated here DO NOT reflect any state or local amendments to the values e ny delineation iinOS ma de during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Haying Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions, While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/iongitude location in the report. https://hazards.atcounciLorg/#/wind?lat=47.46852188,Ing=-122.278351199999978,address=4405 S 150th St%2C Tukwila%2C WA 98188%2C USA 1/1 PROJECT NAME PROJECT # DIBBLE ENGINEERS INC tcl SUBJECT C.Jk INA SHEET # LE: 0 DEI DATE /Zo( clkwovE.cy CAL:1A-6 BY ScioPE, : PcittZ. tyriAy. mA•:soi\vy imkre\t' kYttkAt c MIT —1----A`6 A -AL Nieb (A 16/D'fb iN) Sim I t A , T/cFM (1?„ (Pj 7.7-4-JuS:4C 5 vvo.:.›D AA ka eft1 k„) 17 12/12/2019 U.S. Seismic Design Maps Lei -Sam Residence 4405 S 150th St, Tukwila, WA 98188, USA Latitude, Longitude: 47.4685218,-122.27835119999997 Googie Date Design Code Reference Document Risk Category Site Class Type SMS SMi SDS SDI SDC Fa 3 Fv 1.5 Site amplification factor at 1.0 second Value Description 1.48 MCER ground motion. (for 0.2 second period) 0.553 MCER ground motion. (for 10s period)' 1.48 Site -modified spectral acceleration value 0.83 Site -modified spectral acceleration value 0.986 Numeric seismic design value at 0.2 second SA .553 Numeric seismic design value at 1.0 second Value D PGA 0.612 FPGA 1 PGAM 0.612 -IL 6 SsRT 1.48 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.573 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.492 Factored deterministic acceleration value. (0.2 second S1RT 0.553 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.597 Factored uniform -hazard (2% probabilityof exceedance in 50 years)` S1D 1.143 Factored deterministic acceleration value. (1.0 second) PGAd 1.284 Factored deterministic acceleration value. (Peak Ground Acceleration) I CRs 0.941 Mapped value of the risk coefficient at short periods C#�1 0.926 Mapped value of the risk coefficient at a period of 1 Description Seismic design category Site amplification factor at 0.2 se MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground accele ration OSHPD Thomdyke Elementary School 12/12/2019, 3:46:17 PM ASCE7-10 II Long -period transition period in seconds 0th St Mao data ©2019 https://seismicmaps.org 1/2 1 %-a-AnAD Y'V AO 101C2?/i •Q #133115 loccc: - (,)-?•1 „1-769 - (0;90(v iS 0 1-7 A --)Yrvo9VICI, c)oie-D/ - 9S41-) ( -VDS) °) • GS' 9-7,1-I NI c4 gNIM - 3--) 6g. (0 X() S /CCiO c--„XcO0 'S1 C\iel-v3 WO N)t )3rons # 1)310'dd NIVN .0310'dd N NI9N3 3 PROJECT NAME f efi3 SHEET /I c3 DEL PRO IFCT DIBBLE ENGINEERS INC SUBJECT ItAtW1 czt4A3E SE IS1W C-- bEV(..:"K) c,k‘me- wk,u.z.) 0 Pof sorT-6 t„ 74- FLL,s I 0k) PS --c) (A5) rit,c) .--cx-51-' k.) /2> room 4 kAj b C0-0LS DATE BY II /go )4A. PROJECT NAME PROJECT Q. DIBBLE ENGINEERS INC suB jEcr DE1 SHEET I/ ot-{ DATE tt/Oick BY RM. CR ikA KEY CAEkrTACH frk\UNI7 TO HooSE tb (AS\.3) (9' S1-40( 12 kXE„ t, rcJ To C.„.14/\sEi: Cle---Amt,xic-, (I) YPe,„-AmiN.)(7, (t) (L.f44(x.p. 1:5.w._).cocQ fJ,ito 4,0 LAG (() 0 HB E)ot.--r.:-.4 TO oc z, lUENA10,51 If (n3 , DE1 DIBBLE GI"JEERS INC PROJE PROJECT at TNAME SUBJECT SHEET DATE BY A: T4L-fita\ rii C,t\3E t x 1 W FrJU '18p A L1 6,p Simpson Strong -Tie° Wood Construction Connectors ' SIMPSON 19 SIMPSON STRONG -TIE COMPANY INC. 0 o DTT Deck Tension Ties DTT tension ties are safe, cost-effective connectors designed to meet or exceed code requirements for deck construction. These versatile DTT connectors are also load -rated as a holdown for light -duty shearwalls and braced -wall panel applications. For new construction or to make an existing deck code -compliant, the DTT1Z can be used as a tension -tie to satisfy the 2015 and 2018 IRC provision for a 750 Ib, lateral load connection to the house at four locations per deck. This code detail permits the lateral connection from the deck joists to be made to top plates, studs or headers within the supporting structure, which eliminates the need to access to the floor joists inside the home. The DI I 1Z is available in a kit (DTT1Z-KT) that includes (4) DI I 1Z connectors, (4) Strong -Drive SDWH Timber -Hex HDG screws (SDWH27800G) and (26) #9 x 11/2" Strong -Drive SD Connector screws. The DTT1Z fastens to the narrow or wide face of a single 2x with Strong -Drive SD Connector screws or nails and accepts a 3/8" bolt, anchor bolt or lag screw (washer required) or can be installed with the Strong -Drive SDWH Timber -Hex HDG screw with an integral washer, The DTT2 can be used to satisfy the IRO provision for a 1,500 Ib, lateral load connection at two locations per deck. Additionally, the DTT2 has been tested and evaluated in deck guardrail post applications to resist the code -specified lateral forces at the top of railing assemblies. The DTT2 is also available with longer 21/2" Strong -Drive SDS Heavy -Duty Connector screws (model DTT2Z-SDS2.5) to achieve higher loads when needed. The DTT2 fastens easily to the wide face of a single or double 2x using Strong -Drive SDS Heavy -Duty Connector screws (included) and accepts a 1/2"-diameter bolt or anchor boht. For guard post installations using Strong -Drive SDWS Timber screws, see technical bulletin T-F-SDVVSGRD. Material: 14 gauge Finish: DTT1Z/DTT2Z - ZM)0 coating; DTT2SS - stainless steel; see Corrosion Information, pp. 13-15 Installation: • Use all specified fasteners; see General Notes • A standard cut washer (included for DTT2) must be installed between the nut and the seat • Strong -Drive SDS Heavy -Duty Connector screws install best with a low -speed high -torque drill with a 343" hex head driver (Model DB6H1,75) • Strong -Drive SD Connector screws install with a 1/2" hex head driver (Model DBHEX) • Strong -Drive SDWH Timber -Hex HDG screws install with a 143" hex head driver (Model DB6H1.75) Codes: See p.12 for Code Reference Key Chart Ea Ea These products are available with additional corrosaiort)pes rsotecpi tion5. For more informun rood,el in Anchor tio Diameter i07717 Y4 Mt° or SDWFt° For teebf fasteners, see p.21. FastOrterS (6) SD #9 x 11h" 6)0.144 X 11/2 (8) 0.148 x 1 lh DTT1Z U.S. Patent Pending (6) #9 x 1W SD screws (shown) or (6) 0.148x 1W nails Typical DTT1Z Deck -to -House Lateral Load Connection For more information on lateral load connections, see technical bulletin T-C-DECKLAT at strongtie.com 74. diameter HDG threaded rod with nuts and washers Roor joist (Solid 2x joist c r 2x blocking) straggie DTT2Z U.S. Patent 8,555,580 Floor sheathing nailed at 6' max. on centre to joist with holdown Continuous flashing (per Code), not shown Typical DTT2Z Deck -to -House Lateral Load Connection For more information on lateral load connections, see technical bulletin T-C-DECKLAT at strongtie.com Many of these products are approved for installation with Strong-Diive° SD Connector screws. See pp. 335-337 for more information, Min. Wood Allowable Tension Loads Member Code DF/SP SPF/HF Thickness - Ref. On.) i160) itro) 840 840 1,5 1,800 DTT2Z.JDTT2SS 13/18 1/2 (8) 1.4" al 1/2" SDS 11/2 82 3 2,145 ) 1,835 DTT2Z-SDS2,5 13/18 1/2 (8) i/x" x 2)/i" SIDS 3 2,145 2,105 1, Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. DTT1Z installations with allowable loads below 750 lb. do not satisfy the 2015 IRC requirements for deck -to -house lateral load connections. 3, The Strong -Drive° SDWH Timber -Hex HDG screw with a minimum of 3" thread penetration into dry lumber has an allowable withdrawal toad (160) of 1,380 lb. into SP, 1225 lb. into DF, and 1,020 lb. into SPF/HE 4. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 5. The guardrail post illustration above addresses an outward force on the guardrail. An additional DTT2Z can be added at the lower bolt to address an inward force. 6. A 341" HDG round washer is required with the use of a lag screw. 7. Fasteners: Nail dimensions in the table are diameter by length. SD and SDS screws are Simpson Strong -Tie° Strong -Drive° screws, See pp. 21-22 for fastener information. Decking (tY11) Uses 1/4" x 11/2' SOS screws (included) diameter HDG bolts 2x8 min, r threaded rods with nuts and washers Standard art was (Simpson Strong -fie required between RFB#4x7 HDG) nut and seat (provided) DTT2Z Installed for a Deck Guardrail Post For more information on guardrail post connections, see technical bulletin T-C-GRDRLPST at strongtie.com 289 Simpson Strong -Tie Wood Construction Connectors SIMPSON Straps and Ties LTP4/LTP5/A34/A35 Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim board. The embossments enhance performance. The LTP4 lateral tie plate transfers shear forces for top plate -to -rim board or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top -plate applications. May be installed over plywood sheathing. The A35 angle's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. Material: LTP4/LTP5 — 20 gauge; all others — 18 gauge Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes • A35 — Bend one time only Codes: See p.12 for Code Reference Key Chart Joists to Plate with A Leg Inside A34 /2" minimum 24/0 APA-rated wood structural panel sheathing A35 Studs to Plate with B Leg Outside Simpson Strong -Ties PH6121 #6x12" screws into subfloor and framing 6 LTP4 A34 LTP4 Installed over Wood Structural Panel Sheathing Joists to Beams A35 LTP4 attaching Top Plates to Rim Board 7 A35 Ceiling Joists to Beam 4 A35 LTP5 Installed over Wood Structural Panel Sheathing C-C-2019 ©2019 SIMPSON STRONG -TIE COMPA 280 Simpson Strong -Tie" Wood Construction Connectors SIMPSON LTP4/LTP5/A34/A35 Framing Angles and Plates (cont.) 133 STRONG -TIE COMPANY INC 19 © 2019 SIM These products are available with additional corrosion protection. For more information, see p.15. For stainless - ID steel fasteners, see p.21. Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. trongTie Model No. Type of Connection Fasteners (in.) Direction of Load DF/Sp Allowable Loads Floor (100) A34 ,(8) 0.1 1 x 1'l 395 Roof (125) 480 (160) SPF/HF I�r Floor Roof (100) (125) (1 545 340 415 F26 395 430 430 340 370 370 (8)#9x11/2SD F1 64C 640 640 550 550 550 F2 Uplift 495 1 495 240 ! 240 495 240 425 70 425 170 425 170 Code Ref. IBC, FL, LA A35 Al 295 350 350 25 300 300 (9)0.131x11 E 295 3, 360r "385" 255 310 330 8 1 (12)0.131x11/2 A2 295 32 255 280 280 2 295 0 30 255 285 285 225 I 225" 195 195 195 (12)0.131x11 F 590 ! 650 0 510 560 F26 590 670 670 ,, 510 575 7 IBC, FL, LA E1 (12) PH6121 Ft 420 ? 420 .: 420 360 360 360 LTP4 LTPS (12)0.131x11h (12)0.131x11h G H 580 525 2 525 G 565 513 525 500 450 485 H 490 490 490 420 540 450 485 420 540 450 485 420 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement shou d be considered. 3. LTP4 can be installed over 3/8" wood structural panel sheathing with 0.131 " x 1 Ya" nails and achieve 0.72 of the listed load, or over /" sheathing and achieve 0.64 of the listed load, 0.131" x 2' nails will achieve 100% load. 4. LTP4 satisfies the IRC continuously sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5. The LTP5 may be installed over wood structural panel sheathing up to 1/2" thick using 0.131 " x 1 Y2" nails with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. A34 and A35 installed with 0.131 " x 1 /2" nails onto 1 -<" LSL ma' erial will achieve 0.90 of the listed Fi and F2 loads. 8. Fasteners: Nail dimensions in the table are diameter by length. SD screws are Simpson Strong -Tie Strong -Drive" screws. PH6121 is a pan -head #6 x 1/2" screw available from Simpson Strong -Tie. See pp. 21-22 for other nail sizes and information. A34 Typical Installation Typical A35 Installation Chimney Framing IBC, FL, LA Straps and Ties UPDATED 06/01/19 281 PERMIT COORD COPY I PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0396 DATE: 12/17/19 PROJECT NAME: LEI-SAM RESIDENCE - FIRE DAMAGE SITE ADDRESS: 4405 S 150 ST X Original Plan Submittal Revision # Response to Correction Letter # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1 Building Division Public Works 4AYA- 1 Fire Prevention i r‘i ill \/)49 anning ivision 1111 Structural Permit Coordinator 11111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews)(le: Zoning Issues) DUE DATE: 01/16/20 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire D Ping D PW [=1 Staff initials: 12/18/2013 , C,0 Labor & Industries (httpsi/Ini. ontractors Statewide Restoration Inc Owner or tradesperson Principals Kutsar, Valentin Petrovich, PRESIDENT Yurtsan, Maksim Romanovich, SECRETARY Doing business as Statewide Restoration Inc WA UBI No. 603 401 001 19140 NE PORTAL WAY PORTLAND, OR 97230 503-719-7838 Business type Corporation Governing persons VALENTIN KUTSAR MAKSIM YURTSAN; VALENTIN KUTSAR; MAKSIM YURTSAM; 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. STATERI866KH Effective — expiration 07/02/2014— 07/02/2020 ,Bond American Contractors Indem CO Bond account no 100275478 Received by L8.1 06/16/2015 Bond history Insurance $12,000.00 Effective date 05/08/2015 Expiration date Until Canceled TOKIO MARINE SPECIALTY INSURAN $1,000,000.00 Policy no PPK1934845 Received by L&I Effective date 02/19/2019 01/28/2019 Expiration date 01/28/2020 California Indemnity Ins Co $1,000,000.00 Policy no 375337820101 Received by L&I Effective date 02/19/2019 01/28/2019 STRUCTURAL NOTES GENERAL REQUIREMENTS BUILDING CODE & REFERENCE STANDARDS: The "International Building Code' (IBC), 2015 Edition, as adopted and modified by the City of Tukwila, govems the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used. SCOPE OF STRUCTURAL WORK: Provide structural drawings and calculations as required for the repair of an existing residence that was damaged by a recent fire. Scope of repair is replacing entire roof truss system, plywood sheathing, ceiling finishes, chimney framing and wall finishes. NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. STRUCTURAL RESPONSIBILITIES: The EOR is responsible for the strength and stability of the strength and stability aspects of the Primary Structure Impeded by this pilled in their completed state. CONTRACTOR RESPONSIBILITIES: The contractor Is responsible for the means and methods of construction and ail job -related safety standards such as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure Is completed. It is the contractors responsibility to be familiar with the work required In the construction documents and the requirements for executing it properly. DISCREPANCIES: In case of discrepancies between these general notes, the contrad drawings and spedtications, and/or reference standards, the EOR shall determine which shall govem. Discrepancies shall be brought to the attention of the EOR before proceeding with the work. Accordingly, any conflict In or between the Contract Documents shall not be a basis for adjustment In the Contract Price, SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the drawings and actual site conditions shall be brought to the attention of the EOR before proceeding with the work. All underground utilities shall be determined by the Contractor prior to excavation or drilling. DESIGN CRITERIA SNOW LOAD: The roof snow load is determined by using Chapter 7 of ASCE 7-10 in accordance with IBC Section 1608. 25 PSF SNOW WIND DESIGN : (Chimney) Wind load will be restored In similar Idnd to existing. Wind design Is detemtined using Chapter 27 of ASCE 7-10 In accordance with IBC Section 1609 with the following factors: Basic Wkhd Speed (3-Second Gust) V =110 MPH Wind Importance Factor lw = 1.0 Risk -Category = II Exposure Category = B GCpi = 0.18 Components & Cladding Pressure = 23.6 PSF (Ultimate) Components & Cladding End Zone Pressure = 29.1 PSF (Ultimate) Kzt = 1.0 Analysis Procedure - All Heights per ASCE 7, Table 27.2-1 SEISMIC DESIGN: (Chimney) Seismic resistance will be restored in similar kind to existing. Earthquake design is determined using Chapter 12 ASCE 7-10 in accordance with IBC Chapter 18 with the following factors: Importance Factor le = 1.0 Risk Category= II Ss=1.48g Sds=0.986g S1=0.553g Sd1=0.553g Site Class = D Seismic Design Category = D DESIGN BASE SHEAR: Design Base Shear (Wind/Govemed -Ultimate), V = 0.567K (Normal to Chimney), 0594K (Along Chimney Diagonal) DEFLECTIONS TRUSS Limits - Clear span Trusses: Live Load Deflection NTE U480 or % Maximum. Submit Truss analysis to EOR for review. SOILS Assumed 1500 PSF bearing. Bearing soils to be competent native or compacted structural fill. CAST -IN -PLACE CONCRETE & REINFORCEMENT REFERENCE STANDARDS: Cordons to the latest editions of the following: (1) ACI 318 'Building Code Requirements for Structural Concrete and Commentary". (2) IBC Chapter 19. CONCRETE MIXTURES: Conform to ACI 318 Chapter 19'Concrete: Design and Durability Requirements' Provide minimum 5 Sack 2500 PSI with a maximum w/c ratio of 0.50. REINFORCING STEEL MATERIALS: Reinforcing Bars ASTM A615, Grade 60, deformed bars. PLACING: Conform to ACI 301, Sec 3.3.2 "Placement' Placing tolerances shall c coform to Sec 3.3.2.1 "Tolerances." CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3. Concrete cast against earth 3" Conc ete exposed to earth or weather (ifs & smaller) 1-1/2' SEPARATE PERMIT R UIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVISIONS Noa:' to the scooe or worn 07 ,...e Tukwila Bu!Idino _ s'on NCTE: Revisions will reaulre 3 new olan submittal and may include 3a:anonaI clan review. mit FILE COPY�� perNO- Plan review approval is subject to errors ana omissions Approval of construction documents does lot authorize me violation of anv 3dopted code Or Jrdlnance Receipt Of aporovec Fie!c copy/ ,d contllt,""J %•cy led��,w� By Date WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD." (2) NDS and NDS Supplement - "National Design Specification for Wood Construction' (3) ANSUTPI 1 "National Design Standard for Metal -Plate -Connected Wood Truss Construction." ALTERNATES: Alternates for specified Hem may be submitted to the EOR for review. Contractor shall submit a current ICC-ESR/IAPMO-ER report Identifying that an attemative component has the same or greater load capacity than the specified Hem. IDENTIFICATION: All sawn lumber and pre -manufactured wood products shell be identified by the grade mark or a certificate of inspection issued by the agency. MATERIALS: Sawn Lumber.. Conform to grading rules of WWPA, WCLIB, or NLGA. Finger jointed studs acceptable at interior non-structural walls only. Member Use Size Studs & Plates 2x,3x Posts 4x Joists 2x Beams 4x Species DF DF DF DF Grade No. 2 No. 2 No. 2 No. 2 Metal Plate Connected Wood Roof Trusses: Reference DEFERRED SUBMITTAL section above. Conform to IBC Sec 2303.4'Trusses " Wood Structural Sheathing (Plywood): Wood APA-rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material. Conform to Product Standards PS-1-95 and PS-2-92 of the U.S. Dept. of Commerce and the American Plywood Association (APA) Location Roof Floor Wails(Ait) Thickness 15132" 23132" T&G 7/16" OSB Span Rating 24/16 24 OC 24/16 Minimum APA Rating Plywood Grade C-D Sturl-I-Floor C-D Exposure 1 1 1 Joist Hangers and Connectors: Simpson Strong -lie Company Inc. as specified in their latest catalogs was used as the basis of design for this project Alternate connectors by other manufacturers may be substituted provided they have current ICC-ESRIIAPMO-ER approval for equivalent or greater load capacities and are reviewed and approved by the EOR prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps conned two members, place 1/2 of the nails or botts In each member. Unless noted ottrenvise all nails shall be full length common. Nail straps to wood framing as Cate as possible in the framing process to allow the wood to shrink and the building to settle. Nails and Staples: Conform to IBC [SBC] Sec 2303.6'Nails and Staples." Unless noted on plans, nail per IBC [SBCI Table 2304.10.1. Unless noted othenwlse all nails shall be common. Nail sizes specified on the drawings are based on the following specifications: COMMON NAILS Size 8d 10d 16d 16d Sinker Length 2-1/2' 3' 3-1/2' 3-1/4' Diameter 0.131" 0.148" 0.162" 0.148' Lag BoltstThru-Bolts/Andar Botts: Conform to ASTM A307. Provide plate washers/BPS washers under the heads and nuts of ail bolts and lag screws bearing on wood. Wood Holdowns: Holdowns specified are as manufactured by Simpson Strong -Tie Company Inc. Additional framing members shall be provided per the manufacturer's requirements. Acceptable equivalent product substitutions are available from other manufacturers with EOR approval. Do not countersink holdown bolts. Engineered Wood Products (EWP): The following materials are based on lumber manufactured by TrusJoist by Weyerhaeuser. Trus-Joist by Weyerhaeuser was used as the basis of design for this project- Alternate products by other manufacturers may be substituted provided they have current ICC-ESR/IAPMO-ER approval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. ESR-1387, CCMC Report No. 12627-R, or NES Report No. NER-481. NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "Fastening Schedule" except as noted on the drawings. Nailing for roofMoor dlaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the drawings, construction shall conform to IBC Sec 2308'Conventional Light -Frame Construction" and IBC Sec 2304 "General Construction Requirements." (1) Wall Framing (Unless noted oche wise on plans and details) All interior walls shall be 2x4 Q 16'0C and all exterior walls shall be 2x6 Q 16"0C. Provide (2) bundled studs min at wail ends and each side of all openings. All solid sawn lumber beams and headers shall be supported by a minimum of (1) trim and (1) king stud and all giulam or engineered wood beams and headers by (2) trim and (2) Icing studs. Provide minimum 4x8 headers at all Interior and exterior wall openings. Stitch -nail bundled studs with (2) 10d @ 12"0C. Provide solid bloddng tttnu floors to supports below for bearing wails and posts. Attach bottom plates of stud walls to wood framing below with 16d © 12'0C or to concrete with 5/8"-dia. anchor bolts x 7" embedment at 32' OC. MOISTURE CONTENT: Wood material used for this project shall have maadmum moisture content of 19% except for the pressure -treated wood all plate. PRESERVATIVE TREATMENT: Wood materials are required to be 'treated wood" under certain conditions in accordance with IBC [SBC] Sec 2304.12 'Protection against decay and termites.' Conform to the appropriate standards of the American Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles, and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance procedures. Products shall bear the appropriate mark. METAL CONNECTORS/PT WOOD: All metal hardware and fasteners In contact with pressure treated lumber shall be stainless steel Type 318L. At the Owners risk and discretion, hot -dipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the finish has a minimum zinc content of at least 1.85 ozJSF and its use is coordinated by the Contractor and Wood Supplier for the expected environment and moisture exposure for appropriate use based on the method of preservative treatment of the wood. WOOD DECAY - Remove all decay from the wood framing or structural member. STRUCTURAL ABBREVIATIONS �B AN_LHOR BOLT INi NEW TD ;' _ ADDITIONAI. NTS NOT TO SCALE !,',`T ALTERNATE 01: ON CENTER P(. ARCHITECT(URAL) OFNG OPENING 1 AIR ALL --THREADED ROD OFP OPPOSITE BOTTOM OF R PLATE BLDG BUILDING PERM PERIMETER ElI,G BLOCKING PRE-MFR PRE -MANUFACTURED ET'vVN BETWEEN P_T PRESSURE TREATED CENTERLINE REF REFERENCE IF CLEAR AN( EI REINF REINFORCING ==ANC .ONCRETE RED'D REQUIRED -;1 T _CNTINUCIUSS SCHED SCHEDULE _TF;= CENTERED SHTG SHEATHING T'K ,OUNTER'Al SOG SLAB -ON -GRADE DF DEPTH SO SQUARE DAL DOWEL STD STANDARD EF EACH FACE STRUCT STRUCTURAL ES EACH SIDE SW SHEAR WALL GA EACH WAY SYM SYMMETRICAL (E' EXISTING T/ TOP OF E '.P EXPANSION T&B TOP & BOTTOM FACE OF T&G TONGUE & GROOVE FOOTING T HK, THK'N THICK, THICKENED GAUGE THRU THROUGH GAL': GALVANIZED TRANSV TRANSVERSE HT HEIGHT TYP TYPICAL LLH LONG LEG HORIZONTAL UNO UNLESS NOTED OTHERWISE _LV LONG LEG VERTICAL LUNLJT LONGITUDINAL MIS'_ MISCELLANEOUS n 11 n -bray SITE 4405 5 oth St, Tukwila, WA 98188 0 ,S38 VICINITY MAP SCALE: N.T.S. (PROJECT) 72 PROJECT INFORMATION CONTACT INFORMATION OWNER: RODERICK H LEI-SAM ENGINEER: DIBBLE ENGINEERS. INC. ATTN: MICHAEL MILLER, Er - SITE ADDRESS: 4405 S 150TH ST 1029 MARKET STREET, SUITE 200 TUKWILA„ WA 98188 KIRKLAND. WA 98033 T. 425.828.4200 EXT.246 PARCEL #: 004200-0270 APPLICANT/CONTRACTOR: O-S-T-R: NE-22-23-4 STATEWIDE RESTORATION 13450 NE 177TH PLACE JURISDICTION: CITY OF TUKWILA WOODINVILLE, AA 98072 LIC # STATER1866KH LOT SIZE: 10,075 SOFT ATTTN: KALEB WILDER, DES MANAGER T: 360.878.6621 ZONING: LDR PRESENT USE: SINGLE FAMILY LEGAL DESCRIPTION: ADAMS HOME IRS 2ND ADD N 1/2 LE:S E 64 FT (PLAT BLOCK: 3 / PLAT LOT 6) S 150TH ST 64.79' EXIST GRAVE DRIVEWAY YARD PROP LINE, TYP 1 z 0 2 RE -BUILD CHIMNEY AREA OF WORK REPLACE FIRE — DAMAGED ROOF EXIST RESIDENCE _(NEW ROOF) EXIST PATIO TO REMAIN PARCEL #004200-027G' YARD RECEIVED CITY OF TIiKWILA c . 1 7 2019 PERMIT CENTER plq-03g�o� SITE PLAN I SCALE:1 " = 10' 64.79' 20' Move Closet into Bedroom 1 Vaulted ceiling Chimney to be removed. Gas fire place to be installed in a wood frame bump out. Remove Walls Add Island\ Add a double sink in Island/ Expand Living Room Remove Walls Add Sinkx Add UtiF Room Add Double Door Remove Storage Room Furnace to Attic access to be installed be in Utility above the Room Utility Room, in the attic. NOTES: 1. REFERENCE 9/S3 FOR ROOF AND WALL ASSEMBLIES 2. REPLACE DAMAGED PLYWOOD SHEATHING OVERLAYMENT IN SIMILAR KIND. EXISTING CAR DECKING AND FLOOR FRAMING MEMBERS TO REMAIN. DED Et STATEWIDE RESTORATIO (PROJECT) Move the Closet in Bedroom 2 Expand Bedroom 2 Vault roofing stops and turns into flat roofing. NOTE: DESIGN AND L .,0:. , OF MEMBER"_ PPP TR'J-- MFR. SCISSOR TRUSS PROFILE SCALE:1/4 = 1'-0' t 1-6" 12/S3 HDR Li n GABLE END TRUSS PRE—MFR COMMON ROOF TRUSS @ 24"0C NEW CHIMNEY PER 2/S3 r APA—KATFL PLYWOOD SHEATHING FACE ORAL; PERPENDICULAR TO ROOD FRAMING, NAIL WO 3d (' COG: EDGES, 5d C i_''11C MELD !LNRPT� KED), TYP L� I I. I SLOPE 6:12 GABLE END TRUSS VAULT RIDGE HDR ir�_HDR HDR \t II — — PRE—MFR SCISSOR TRUSS @ 24' SLOPE PER 1/S2 0 (N) 4x8 HDR c. HDR SLOPE 6:12 HDR LJ n Lr 8/S3 16_10„ 20-1112" (VAULTED) (FLAT CEILING) NOTES. 1. DRYWALL INSTALLER TO DETAIL FOR TRUSS UPLIFT AT CEILING/WALL JOINT. ROOF FRAMING PLAN SCALE:1/4 = 1.-0" (PROJECT) NOTE: CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND ARCHITECTURAL DRAWINGS PRIOR TO FABRICATION & CONSTRUCTION. NOTIFY DEI OF ANY DISCREPANCIES FOR FURTHER DIRECTION RECEIVED CITY OF TUKWILA ')Z ( 172019 PERMIT CENTER DA-U3�►!e I .E ENGINEERS INC bbleengineers.com rket Street, Kirkland, WA 98033 c 4 Q Q O SEAL: _p9B A. Dmf# l-- A A t47;13 /000, 2/13/19 W U Z ao p H,a—o Z LLI CI H cog WI a S� Mcc L 0 1 LL I— W J 1 PROJECT # 19-466 DRAWN BY: MB DESIGNED BY: MHM DATE: DESCRIPTION 12.13.2019 PERMIT JURISDICTIONAL STAMP: REVIEWED FOR CODE COMPLIANCE APPROVED JAN 13 2020 City of Tukwila BUILDING DIVISION SHEET TITLE: STRUCTURAL FRAMING PLANS SHEET NUMBER: S2 I r ASSEMBLY LOCATION ASSEMBLY MATERIAL LIST ASSEMBLY SKETCH TYPICAL ROOF/CEILING 30—YR COMPOSITE SHINGLE 20 LB. ROOFING PAPER W/ MIN. 18" LAPS PLYWOOD SHEATHING PER PLAN TRUSS PER PLAN R-19 + R-30 FIBERGLASS BATT INSULATION (R-49 TOTAL REQ'D) 5/8" GYPSUM WALLBOARD (CEILING) PAINT & FINISHES PER OWNER TYPICAL EXTERIOR WALL SIDING & COLOR PER OWNER ��# • �II 1 I (2) LAYERS 60—MINUTE GRADE "D" BUILDING FELT EXIST 1/2" PLYWOOD SHEATHING EXIST 2x4 WOOD STUDS @ 16"OC R-15 FIBERGLASS BATT INSUL (VERIFY) 1/2" GYPSUM WALLBOARD (REMOVE & REPLACE AS DAMAGED) PVA PRIMER PAINT & FINISHES PER OWNER TYPICAL INTERIOR WALL PAINT & FINISHES PER OWNER 1/2" GYPSUM WALLBOARD (REMOVE & REPLACE AS DAMAGED) 2x4 WOOD STUDS @ 16"0C 1/2" GYPSUM WALLBOARD (REMOVE & REPLACE AS DAMAGED) PAINT & FINISHES PER OWNER TYPICAL ASSEMBLIES SCALE NTS LSL 11/2x51/2 STUDS @ 24"OC ANCHOR BOLT & E WASHER PER 3/S2, TYP —� 6" CONC STEM WALL W/ #4 @ 16"0C VERT & #4 @ 12"OC HORIZ (2) MIN, TYP 1'-4"Wx10"DP CONC FTG 2'-0" 1 W/ (3) #4 LONGIT & #4 @ 12"0C TRANSV L CHASE FRAMING PLAN SCALE: 3/4 = STEM WALL AND FOOTING PER PLAN STEM WALL REINF PER PLAN MATCH /(E) WALL MATCH yT/(E) FTG L FRAMING ANGLE PER 3/S2 TENSION TIE PER 7/S2 (E) HOUSE 3/S2 0 FLR 7/S2 0 ROOF --�L-- )11.--721rg- 2'-0" TYP 1 FACE OF EXISTING CONCRETE WALL 6" EMBED TYP 1 6/S2 LOW (E) STEM WALL & FOOTING DOWELS TO MATCH HORIZONTAL REINF W/ 6" EMBED W/ HILTI HIT —RE 150 EPDXY Ico r CC LJ T/FINISH GRADE 0_ LJ 0 Ln Ln 0 L_ NEW FOUNDATION CONNECTION TO EXISTING SCALE: NTS �— — "DTC" DEFLECTION CLIP TRUSS PER PLAN NON —BEARING INTERIOR WALL PER PLAN, TYP TYPICAL NON -BEARING WALL AT ROOF TRUSS SCALE:NTS (E) HOUSE (N) CHIMNEY (E) WALL FRAMING (E) FLOOR FRAMING T/(E) FLR PROVIDE BLKG BTWN STUD FOR SHTG EDGE NAILING (3) 10d FACE NAILS TO EA STUD (E) STEM WALL & FTG CHIMNEY FRAMING ENCLOSURE AT FOUNDATION SCALE:NTS CHIMNEY CHASE FRAMING PER PLAN A34 ANGLE BTWN CHASE STUDS & DBL TOP E TRUSS BEYOND (E) DBL TOP E 4x6 BLKG W/ (8) 16d END NAILS, TYP 2" MIN EMBED CHIMNEY CHASE FRAMING PER PLAN CHIMNEY TIE-IN TO EXISTING HOUSE SCALE: NTS TRIM DECAYED STUD END & ADD (N) PLATES W/ 1Od @ 4"OC 3/4" T&G FLOOR SHTG W/ 10d @ 6"OC EDGES AND 12"0C FIELD ADJUST FLOOR ELEVATION AS NEEDED FOR INTENDED CHIMNEY ELEVATION MAX 2' ABV (E) FLOOR SHTG 2x6 LEDGER FASTENED TO EA STUD W/ (3) 10d FACE NAILS 2x6 5/8"0 J—BOLT @ 36"OC, MIN (1) EA END OF WALL STEM WALL & FTG PER PLAN 4x8 BLKG Dili TENSION TIE W/ (6) SD#9x11/2° FASTENERS TO BLKG & 3/8"0x8" LAG BOLT BOTTOM PLATE REPAIR REPLACE DAMAGED PORTION OR BOTT E MIN 4'-0" SECTION. FASTEN W/16d @ 5"OC FIELD VERIFY SHTG & FRAMING BELOW DAMAGED PORTION OF BOTT T/(E) FLR. SCALE: NTS 11 (2) 16d END NAILS 2x4 BLOCKING W/ 8d @ 4"0C TO BLOCKING T/ROOF SHEATHING (2) 16d END NAILS EACH END ROOF TRUSS PER PLAN, TYP 2x6 BRACE @ 48"OC W/ (4) 16d FACE NAILS EACH END PER PLAN s A FASCIA BY OTHERS OVERHANG PER PLAN FLAT 2x4 OUTRIGGERS @ 24"OC EDGE NAILING PER PLAN (MIN 8d @ 4"OC) 2x6 MIN TRUSS TOP CHORD — NOTCH FOR OUTRIGGERS GABLE END TRUSS FOR BRACES OVER 6'-3"LONG, ADD 2x4 FLAT BRACE W/ 16d NAILS @ 6"0C EXTEND SHEATHING TO TOP OF TRUSS 2x BLOCKING @ 48"OC W/ (2) 16d END NAILS (E) SHEAR WALL EXTERIOR SHEAR WALL PARALLEL TO ROOF TRUSS SCALE NTS $T/ROOF E 6502x H1 CLIP EACH TRUSS 61111111111111111111 EDGE VENT HOLES PER ARCH @ (MI 2"¢ (3) PER FULL BLOCK MAX TRUSS PER PLAN A35 @ 12"OC (E) DOUBLE TOP E PANEL EDGE NAILING OVERHANG EXTERIOR SHEAR WALL PERPENDICULAR TO ROOF TRUSS SCALE: NTS 1 SLOPE PER 1/S2 TRUSS PER PLAN H1 CLIP EA TRUSS A35 0 12''OC (E) DOUBLE TOP E SLOPE PER 1/S2 L EXTERIOR SHEAR WALL PERPENDICULAR TO ROOF TRUSS SCALE: NTS PER PLAN (E) SHEAR WALL FASCIA BY OTHERS EDGE NAILING PER PLAN @ BLKG (MIN 8d @ 4"OC) 2"0 VENT HOLES PER ARCH @ ., MAX (3) PER FULL BLOCK PANEL EDGE NAILING FASCIA BY OTHERS (E) SHEAR WALL fEcEivED CITY OF TU6KWILA �) E ` 17 2019 PERMIT CENTER M U Z a0 C 1.1.1 - e w S ` Z ` cp � Z To L' J gia v ad m Q I Q O 4 SEAL: 8 "to 0, ... 4 44 !` `1,/ �' '1/437445 ANAL 2/13/19 W 0 OO OO O C) O0 LIJ ° L Ce co W CO w R W LL 1- ^ ''a vJ W —J PROJECT#: 19 466 DRAWN BY: MB DESIGNED BY: MHM DATE: DESCRIPTION 12.13.2019 PERMIT JURISDICTIONAL STAMP: REVIEWED FOR CODE COMPLIANCE APPROVED JAN 13 2020 City of Tukwila BUILDING DIVISION SHEET TITLE: STRUCTURAL SECTIONS & DETAILS SHEET NUMBER: S3