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Permit D19-0193 - DOAK HOMES - LOT 1 - NEW SINGLE FAMILY RESIDENCE
DOAK HOMES- LOT 1 12206 49TH AVE S Apn: 0179001585 FINALED 04/30/2021 D19-0193 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 0179001587 COMBOSFR PERMIT Permit Number: D19-0193 Address: 12206 49TH AVE S Issue Date: 12/5/2019 Permit Expires On: 6/2/2020 Project Name: DOAK HOMES - LOT 1 Owner: Name: CHEN QI FANG Address: 7603 S 115TH ST, SEATTLE, WA, 98178 Contact Person: Name: DARRYL DOAK SR Phone: (206) 246-6587 Address: 11812 26TH AVE SW , BURIEN, WA, 98146 Contractor: Name: DOAK HOMES INC Phone: (206) 246-6587 Address: 11812 26 AVE SW , SEATTLE, WA, 98146 License No: DOAKHI*092NZ Expiration Date: 8/13/2021 Lender: Name: DOAK HOMES INC Address: 11812 26TH AVE SW , BURIEN, WA, 98146 DESCRIPTION OF WORK: CONSTRUCT A NEW 2342 SQUARE FOOT SINGLE FAMILY RESIDENCE WITH A 413 SQUARE FOOT ATTACHED GARAGE AND AN 84 SQUARE FOOT COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, SANITARY SIDE SEWER (INCLUDING WYE AND STUB FOR VACANT LOT 2), TWO NEW WATER SERVICE TAPS: 3/4" SERVICE LINE WITH 3/4" WM FOR LOT 1 AND 1" WATER SERVICE LINE WITH WM BOX ONLY FOR VACANT LOT 2, STORM DRAINAGE, LAND ALTERING, STORM DRAINAGE ON PRIVATE PROPERTY & IN THE RIGHT OF WAY, UG POWER CONDUIT, STREET USE, PAVEMENT RESTORATION. Project Valuation: $338,664.60 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA Fees Collected: $20,145.28 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: as Code: 05 21 05 21 National Electrical Code: VVACities Electrical Code: VVA[295-46U: Code: ublic Works Activities: [hpnne|izadon/SthpinB: [urb[ut/Access/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau||ng/OveoizeLuad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: 07 21 05 Volumes: Cut: 40 Fill: IO P Number: 0 Yes Permit Center Authorized Signature: � Date: � | hea/bycertify that | have mad and examined this permit and know the same b» be true and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state urlocal laws regulating construction orthe performance ofwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name: Date: 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 orabandoned for aperiod ofl8Odays from the last inspection. PERMIT CONDITIONS: 1: Anapproved automatic fire sprinkler extinguishing system isrequired for this project. (City Ordinance #2436} l All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation ormodification. New sprinkler systems and all modifications tosprinkler systems involving more than 5Oheads shall have the written approval nfFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tnsubmittal to the Tukwila Fire Prevention Bureau. Nmsprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width S: Adequate ground ladder access torescue windows shall beprovided. area below each required rescue window. (City Ordinance #243S) 6: Maximum grade for all projects isI0%with across slope nogreater than S%.(|F[D1O3]) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #Z437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire orBuilding Codes does not imply approval ofsuch condition orviolation. 8: These plans were reviewed byInspector 5ll. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(206)S7S'4407. 9: *** PUBLIC WORKS PERMIT COND|T|ONS*** Landscape a flat, 12' deep by 4'wide 10: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 11: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Toschedule, call Public Works at(ZU6)438'9]S0. 12: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made Z4hours inadvance. ll Prior toconstruction, all utilities |nthe vicinity shall hefield located. NOTE: For City ofTukwila utility locates, call 8l1urI-80O-4Z4-55SS. 14: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m, only. Coordinate with the Public Works Inspector for any work after 5:0Op.m.and weekends. 15: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works |nspectur. 16: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 17: The City ofTukwila has ununder8noundinOordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 18: Flagging, signing and coning shall beinaccordance with K4UT[Dfor Traffic Control, Contractor shall provide certified flagmen for traffic control, Sweep orotherwise clean streets tnthe satisfaction ofPublic Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon onFriday preceding any weekend work. 19: Any material spilled onto any street shall becleaned upimmediately, 20: Temporary erosion control measures shall be implemented as the first order ofbusiness to prevent sedimentation off -site urinto existing drainage facilities. 21: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 22: The Land Altering Permit Fee isbased upon anestimated cubic yards nfcut and cubic yards of 0i |fthe final quantity exceeds this amount, the developer shall berequired tnrecalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 23: From October 1 through April 30, cover any 51opes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover ormulch other disturbed areas, if they will beunworkedmore than Zdays. Covered material must bestockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 24: From May 1 through September3[\ inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 25: The property owner shall be responsible for maintenance of their storm drainage facilities within the boundry of their property, and the storm drain connection between the lot and the public storm drainage system. OO: Round Markers "NO DUMPING * DRAINS TO RIVER" shall be installed on all private and public CBs. ZG: Downspouts, driveway, patio and drainage from other impervious areas scollected inanon-site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect tofooting drains. Footing drain and downspouts may share asingle discharge pipe downstream ofthe lowest footing drain. 27: All private storm drain pipe shall beeither concrete orreinforced ADS pipe. Treated corrugated metal pipe may beused for detention facilities. 28; All pub/icstormdmin systems and those portions of private systems (with the exception of residential driveway culvert within public right-of-way) shall be constructed with 12" diameter and reinforced concrete pipe or as directed by the Public Works Inspector. 29: Pre -construction storm drainage patterns shall be met during and after construction. ]O: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting , and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage system in accordance with the 2016 King County Surface Water Design Manual &TIVI[1438.O88. 31: Any Public Storm Manhole(s) shall be installed per City ofTukwila Standard Detail no. D5'09; including (all in color) letters, seal, and City logo. 32: The water meter box shall belocated within City h8ht-of-wayat the property line ora recorded utility easement. 33: Driveways shall comply with City residential standards. Driveway width shall bea17minimum and D7 maximum. Slope shall beamaximum of1SY6. Turning radii shall beaminimum ofS'. 34: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 35: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft.= $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 35: (1) Conveyance of Public Improvements for storm drainage in the right of way (2) Material List shall be signed by the Owner/Applicant as part of the Turnover process; all prior to Public Works final. Aspart of the turnover, Owner shall prnvideaa'Bui|ts & an ACAD CD. Owner shall also provide ahwo (Z) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way, 77: Turnover documents are required for 1OO'|fof1Z"pipe and one CBwith vaned grate. 79: Prior tufinal permit sign -off applicant shall submit a24"x36" As -Built plan for storm drainage inthe R.O.W. on paper and Mylar per Tukwila Infrastructure Design Manual and post a 2-yr maintenance bond in the amount of 10% cost of R.O.W. construction, together with Joint Sewer Use Agreement- 37: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 78: Assignment ofaccount received byPVVinlieu ofabond. 38: Acopy ofthe Certificate ufInsurance Coverage (minimum of $2,0OV,OOOnaming the City ofTukwila as additionally insured). 39: Prior toissuance ofthis permit, Owner/Applicant shall provide aTraffic [oncunency[erdOcateAppUcahon and pay $300.00 under PW permit C19-0013. Fee is based on construction of 1 SFR on lot A of BLA L19- 0038. 40: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based oncalculation bySenior Transportation EnDineed. 41: **~BU|0D|NGPERMIT OJN0T|ONS*** 42: 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. 43: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 0 0 44: 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. 45: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 46: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 47: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 48: All wood to remain in placed concrete shall be treated wood. 49: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 50: 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. 51: 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. 52: 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. 53: 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). 54: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 55: 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. 56: 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. 57: ***MECHANICAL PERMIT CONDITIONS*** 58: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 59: 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. 60: Manufacturers installation instructions shall be available on the job site at the time of inspection. 61: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 62: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 63: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 64: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 65: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 66: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 67: No portion of any plumbing system or gas piping shall be concealed until iri7pected and approved. 68: All plumbing and gas piping systems shall betested and approved asrequired bythe Plumbing Code and Fuel Gas Code. Tests shall heconducted inthe presence ofthe Plumbing Inspector. It shall bethe duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 69: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R'3. 70: Plastic and copper piping running through framing members towithin one (l)inch of the exposed framing shall beprotected bysteel nail plates not less than l8gauge. 71: Piping through concrete ormasonry walls shall not besubject tnany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 72: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected inaccordance with the requirements of the building code. 73: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall bebackfiUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, dnder0U,frozen earth, orconstruction debris. 74: The issuance ofapermit orapproval ofplans and specifications shall not beconstrued tobeapermit for, or anapproval of, any violation ofany nf the provisions ofthe Plumbing Code orFuel Gas Code orany other ordinance ofthe jurisdiction. 75: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 76: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, huUyL motel, school, industrial, commercial use orother occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 ofWashington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438'935U 1700 BU|L0NGF|NAL" 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH/GYPSUMBOARD 0703 yNE[H E{lU|PEFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 P|PE/DU[T|NSUiAT|0N 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 8411-44- 1? ,6o38 CITY OF TUKy Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd„ Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: (0-1 3 / 9 Date Application Expires: 1 3 (For office use only) COMBINATION PERMIT APPLICATION NEW SINGLE FAMILY 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: 1 King Co Assessor's Tax No : 4oe 5,toc t 0 //9 PROPERTY OWNER Name: Address: i I 8"/ 2 - -2 6 7-- City: 4 .- State: 0 i Zip: ?d/fr," CONTACT PERSON - person receiving all project communication Name. 4 — • s. Sr, %/ / Address: jlp,c2 , 01 6 74 4 v e si City: Jo State)Zip980i " Phone: g 06 372 -...? Fax: 4 P, 06 2Y4-43-' 7 : / z / (P411770/).1(-5' 70 Email6/0/1,7 6# i GENERAL CONTRACTOR INFORMATION Company Na e: 1._ //01,/e5- //1/ Address: // gi 2 _ (7.R 6 m 1, p,e 5 0 City: /6 StateW Zip:5;,sy4 Phone:wiii t , ‘517,Fax: /9 Contr Reg No.004A,/ezio ,,,4/1/i.xp Date:/2 _3/.19 Tukwila Business License No.:R 05,..., elevic,i ARCHITECT OF RECORD Company Name: ri/c of e,.. iarcew, ,..e..5:7priz. Architect Name: /.../ 1 /7 VaVer 5.4 X/ Address: / ? 4i- c7? 7 6 IA /w e ai, 5,7e 4 City: State: fd/, Zip---&,,,,,‘ Phone: 9 2, x-,_ ? 7.f_ g 7F4..... Email: n k cA ; in A )2711- 17 s-iti , •DrM ENGINEER OF RECORD P Company Name:C ,.._/ Engineer Name: !,,,, e 0, 6--,44' , yze,./s, Address: City: ,--- 4- rn a/VA State:) , Zip:&02, 0 Phone: Q g 5---78,5,46) Fax: 9 )---__ ? 78. 53-3‘ Email: ,e, LrreQ r:9 C C 4%149 , /1/ eorwe i • 6n7 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /9 • e 0 y . (---4,, Address.• 1 /, . .2 6i4ae(cszt;, City: P 04P/e/v State:Zey Zip per//* 11AApplicationaorms-Applications On Line V.20 I I Applications1Combinat ion Permit Application Revised 8-9-11.docx Revised: August 201 l bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 3 / K_ Scope of work (please provide detailed information): a( '/I/vete 4 ( cve - 9714 4-19e. /5 0 uile eft, il/ 44,,, • e,,otic, tt S dePitn, cg-t ">/e 44/1,7 4,1)4 tip, PN/raiz-4-c, 4e 4/0 if-t, ,t92y r' a P101 401 fie/ /2/ 9974 ve sem.vx DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l'lfloor t OW 2nd floor 12 6 3 Garage carportED 'Y/ 5 Deck - covered A uncovered • & V Total square footage . 3 9 Per City ofTukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. /niIer$ 4); / / d.#2 / A.1.5")(0/77, )14e 1144-14 /114-c XE, 3, "44,N ,s,Wdre. Q wm1 1)0041,14 e-- 1-4 el t 41 it4 m 1(-e ( EQUIP ENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator PLUMBING: fuel type: LJ electric 0 gas appliance vent 3 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment ••••" Value of plumbing/gas piping work $ 9 C9 2 bathtub (or bath/shower combo) bidet dishwasher floor dram 4 4 lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system 1 clothes washer shower water closet 9 gas piping outlets H:VkpplicuttunsWorms-Applications On L ine NI I Applications \Combination Permit Application Revised 8-9-1 [Apex Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer o Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0...Water District #I25 Highl ine .. Renton 0 ...Letter of water availability provided EWER DISTRICT ...Tukwila 0_ Valley View 0 ...Sewer use certificate 0...Letter of sewer av .. Renton D.. Seattle ability provided SEPTIC SYSTEM: E=1.. 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): ivil Plans (Maximum Paper Size — 22" X 34") ...Technical Information Report (Storm Drainage) D Geotechnical Report 0...Hold Harmless — (SAO) 0 ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ....Construction/Excavation/F ill - Right -of -Way.,. 0 -or- Non Right -of -Way.. 0 EfT,Total Cut fEfr.TTotal Fill o PP, ..Sanitary Side Sewer ...Cap or Remove Utilities ,a.T.Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards 0 Work In Flood Zone 0 Storm Drainage O .. Abandon Septic Tank .. Curb Cut T. Pavement Cut O .. Looped Fire Line ...Permanent Water Meter Size " WO # ff.Residential Fire Meter Size WO # ...Deduct Water Meter Size E] ...Temporary Water Meter Size " WO # -Er.. Trench Excavation Er -Utility Undergrounding Backflow Prevention - Fire Protection? y " Irrigation Domestic Water y " .Sewer Main Extension Public 0 - or - Private at 0...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer ...sewaae treatment MONTHLY SERVICE BILLING TO: Name: Mailing Address: City State Zip WATER METER REFUND/BILLING: Naine: Mailing Address: City State Zip Day Telephone: Day Telephone: HAApplicatiensWorms-Applications On L ine \ 2011 Applications \Cumbinanon Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — 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. '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. PROPERTY 2.,7R A HO IZEDt GENT: Signature: Vdt-A-"ai Print Name: 3/4/212.- (5.c:_7e5.44 lc e^ Mailing Address: Datelfii9 7 296 - 65- Day Telephone: ee26 -3 7 2 5, ed, R e Pell 4)41 City State 9g/p‘ liAApplicutions.borinN-Applicationti On Line \ 2U1 I ApplicationiXombination Permit Application Ito iscii 8-9- 1 1.docx Revised, August 2011 bh Page 4 of 4 CBULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Doak 5FR 1,(7F 1 PERMIT # 0193 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 0 o© id. 6-0 5. Enter total excavation volume cubic yards 2 cubic yards Enter total fill volume Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. .3 6 •,`' (4) 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 $ Fti TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 bl9 003 RECEIVE) CITY OF TUKWILA JUN 13 2019 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW mai/adjust estimated foes • 6. Permit Issuance/Inspection Fee (B+C+D) (6) 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%) $ 0.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 tr* 14. r 7 2 14 4r (7) (8) (9) 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 $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 $6,416 $7,041 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Mete 0.75" $300 2.5" $1,500 BULLETIN A2 t TYPE C PERMIT FEE ESTIMATE (1) PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME r/0..) PERMIT # (I I 7_) If you do not provide contractor bids or an engineer's estimate with your permit • application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 6-0 A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 5. Enter total excavation volume Enter total fill volume /0 1 CP 3 ° 1,21evo cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ Ft (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ / CA0 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 bl9 003 RECEIVED CITY OF TUKWILA JUN 13 2019 PERMIT CENTER Receipt Number DESCRIPTIONS D19-0193 Address: 12206 49TH AVE S ACCOUNT Apn: 0179001587 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R20114 R000.345.830.00.08 QUANTITY 1.00 PAID $70.00 $70.00 Date Paid: Tuesday, February 11, 2020 Paid By: DARRYL DOAK SR Pay Method: CHECK 9326 Printed: Tuesday, February 11, 2020 11:44 AM 1 of 1 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY :. PAID PermitTRAK $17,546.21 D19-0193 Address: 12206 49TH AVE'S Apn: 0179001587 $17,546.21 0.75 INCH $7,041.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $60.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $490.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $6,416.00 DEVELOPMENT $4,250.46 PERMIT FEE R000.322,100.00.00 0.00 $3,613.96 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $315.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $315.00 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0,00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,037.38 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $220.37 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19216 R000.322.900.04.00 0.00 $220.37 $17,546.21 Date Paid: Thursday, December 05, 2019 Paid By: DOAK HOMES INC Pay Method: CHECK 9321 Printed: Thursday, December 05, 2019 11:26 AM 1 of 1 • Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,599.07 D19-0193 Address: 12206 49TH AVE S Apn: 0179001587 $2,599.07 DEVELOPMENT $2,349.07 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,349.07 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R17885 R000.322,100.00.00 0.00 $250.00 $2,599.07 Date Paid: Thursday, June 13, 2019 Paid By: DOAK HOMES INC Pay Method: CHECK 9300 Printed: Thursday, June 13, 2019 11:27 AM 1 of 1 YSTEMS Permit Number: D19-0193 Permit Inspections City of Tukwila Description: DOAK HOMES - LOT 1 Applied: 6/13/2019 Approved: 11/22/2019 Site Address: 12206 49TH AVE S Issued: 12/5/2019 Finaied: 4/30/2021 City, State Zip Code:TUKWILA, WA 98178 Status: FINALED Parent Permit: Parent Project: Details: Applicant: DOAK HOMES - LOT 1 Owner: DOAK DARRYL SR+ESTRELLA Contractor: DOAK HOMES INC CONSTRUCT A NEW 2342 SQUARE FOOT SINGLE FAMILY RESIDENCE WITH A 413 SQUARE FOOT ATTACHED GARAGE AND AN 84 SQUARE FOOT COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, SANITARY SIDE SEWER (INCLUDING WYE AND STUB FOR VACANT LOT 2), TWO NEW WATER SERVICE TAPS: 3/4" SERVICE LINE WITH 3/4" WM FOR LOT 1 AND 1" WATER SERVICE LINE WITH WM BOX ONLY FOI VACANT LOT 2, STORM DRAINAGE, LAND ALTERING, STORM DRAINAGE ON PRIVATE PROPERTY & IN THE RIGHT OF WAY, UG POWER CONDUIT, STREET USE, PAVEMENT RESTORATION. SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS ENERGY EFF CERT Bill Centen Notes: GAS FIREPLACE INSERT Bill Centen 206-372-2280 also corrections on #7 Notes: PIPE INSULATION Bill Centen 206-372-2280 Notes: CONCRETE SLAB I Bill Centen 206-372-2280 Notes: EROSION MEASURES Eric Pritchard Notes: EROSION MEASURES FNL Eric Pritchard Notes: FLOOD ZONE CONTROL Eric Pritchard Notes: Printed: Wednesday, 06 October, 2021 1 of 5 •••• r1 SUPERION SANITARY SIDE SEWER Eric Pritchard Notes: LAND ALTERING Eric Pritchard Notes: PAVING AND RESTORE Eric Pritchard Notes: STREET USE Eric Pritchard Notes: STORM DRAINAGE Eric Pritchard Notes: SANITARY SIDE SEWER Eric Pritchard Notes: STORM DRAINAGE Eric Pritchard Notes: 1/27/2020 AM 1/27/2020 FOOTING Lee Sipe APPROVED 9261 Notes: 2/12/2020 AM 2/12/2020 FOUNDATION WALL Lee Sipe APPROVED 562263 Notes: 3/20/2020 AM 3/20/2020 FOOTING DRAINS Lee Sipe APPROVED 63362 Notes: 4/29/2020 6/26/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL PM Notes: PM INSEPCTIQN - CONTACT PERSON: DARRYL DOAK - 206-372-2280 4/29/2020 6/26/2020 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL Notes: Printed: Wednesday, 06 October, 2021 2 of 5 SUPERION Permit Inspecti Oil s City of Tukwila, 5/19/2020 5/19/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: New type 1 CB at neighbo ing house; pipe run to existing CB at northwest corner of property. OK to bury. 5/19/2020 AM 5/19/2020 WATER METER - PERM Eric Pritchard PARTIAL APPROVAL 393124 Notes: Used existing copper line and angle stop. New tailpiece and polyline in sleeve to house. OK to bury. 5/19/2020 AM 5/19/2020 UNDERGROUND Lee Sipe APPROVED 355181 Notes: 6/8/2020 AM 6/8/2020 WATER METER - PERM Eric Pritchard APPROVED 354702 Notes: Meter box is now in place OK to proceed. 6/8/2020 AM 6/8/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 35904 Notes: Catch basin in right of way for Lot 2 is in place, with 4 inch and 6 inch stubs. OK to proceed. 7/13/2020 AM 7/13/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 34302 Notes: Storm drainage work is complete pending receipt of storm maintenance agreement. The water meter box is ready, to go. OK to proceed. 7/13/2020 AM 7/13/2020 UNDERFLOOR FRAMING Lee Sipe APPROVED 582571 Notes: 8/10/2020 AM 8/10/2020 ROOF SHEATHING Lee Sipe NOT APPROVED 391868 Notes: No plans or permit available for inspection. 8/10/2020 AM 8/10/2020 WALL SHEATHING_SHEAR Lee Sipe PARTIAL APPROVAL 395573 Notes: No permit or plans available on site. 8/14/2020 AM 8/12/2020 WALL SHEATHING_SHEAR Lee Sipe APPROVED 39962 Notes: 8/14/2020 AM 8/12/2020 ROOF SHEATHING Lee Sipe APPROVED 38769 Notes: 9/3/2020 AM 9/3/2020 GROUNDWORK Lee Sipe APPROVED 593779 Notes: Printed: Wednesday, 06 October, 2021 3 of 5 wr rk SUPERION Permit. Inspections City., of Tukwila 9/3/2020 AM 9/3/2020 ROUGH IN PLUMBING Lee Sipe APPROVED 59080 Notes: 10/5/2020 AM 10/5/2020 ROUGH IN GAS PIPING Bernard Moore APPROVED 32882 Notes: The gas piping held pressure at 15psi. 10/5/2020 AM 10/5/2020 MECH EQUIP EFF Bernard Moore APPROVED 24875 Notes: 10/5/2020 AM 10/5/2020 ROUGH IN MECHANICAL Bernard Moore PARTIAL APPROVAL 595674 Notes: AHU 7 FRESH AIR DUCT APPROVED FOR COVER AHU 7 FRESH AIR DUCT APPROVED FOR COVER The remaining ductwork is approved. The gas fireplace has not yet been installed. The clearances will need to be checked prior to granting the approval to cover. 10/5/2020 AM 10/5/2020 PIPE _DUCT INSULATION Bernard Moore APPROVED 03576 Notes: 10/16/2020 AM 10/16/2020 GLAZING Darrin Graham APPROVED 206 372 2280 WANT TO TALK TO SOMEBODY Notes: 11/9/2020 AM 11/9/2020 FRAMING Bernard Moore APPROVED 206-372-2280 Notes: 11/9/2020 AM 11/9/2020 GAS FIREPLACE INSERT Bernard Moore PARTIAL APPROVAL 206-372-2280 also corrections on #7 Notes: Gas fireplace rough -in is approved. 1/5/2021 PM 1/5/2021 PIPE INSULATION Bill Centen PARTIAL APPROVAL 206-372-2280 Notes: Will verify on Building Final inspection 1/5/2021 PM 1/5/2021 WALL INSULATION Bill Centen APPROVED 2063722280 Notes: 1/5/2021 PM 1/5/2021 SLAB FLOOR INSUL Bill Centen APPROVED 206-372-2280 Notes: Printed: Wednesday, 06 October, 2021 4 of 5 4 SUPERION P€rmit Inspections My of Tug 1/5/2021 PM 1/5/2021 CONCRETE SLAB Bill Centen PARTIAL APPROVAL 206-372-2280 Notes: Ok to pour garage concrete slab. 1/12/2021 1/12/2021 LATH _GYPSUM BOARD Bill Centen APPROVED Notes: 4/16/2021 PM 4/16/2021 PUBLIC WORKS FINAL Scott Moore APPROVED 206-372-2280 Notes: ok to final 4/19/2021 PM 4/19/2021 ROOF —CEILING INSUL Keller Rockey APPROVED 206-372-2280 Notes: 4/19/2021 PM 4/19/2021 MECHANICAL FINAL Keller Rockey APPROVED 206-372-2280 Notes: 4/19/2021 PM 4/19/2021 PLUMBING FINAL Keller Rockey APPROVED 206-372-2280 Notes: 4/19/2021 PM 4/19/2021 GAS PIPING FINAL Keller Rockey APPROVED 206-372-2280 Notes: 4/19/2021 PM 4/19/2021 BUILDING FINAL** Keller Rockey NOT APPROVED 206-372-2280 Notes: Needs FMO approval on sprinklers 4/29/2021 4/29/2021 SPRINKLER FINAL AARON JOHNSON APPROVED Notes: Sprinkler final approved. 4/29/2021 4/29/2021 FIRE D PERMIT FINAL AARON JOHNSON APPROVED Notes: fire final approved. 4/30/2021 AM 4/30/2021 BUILDING FINAL" Darrin Graham APPROVED 206-372-2280 Notes: Printed: Wednesday, 06 October, 2021 5 of 5 r1 SUPERION LAND DEVELOPMENT ENGINEERING 14525 148th Avenue NE Suite 132 PO Box 33, Woodinville, WA 98072 GEOTECHNICAL ENGINEERING REPORT DOAK RESIDENCE Tukwila Application No. RA13-2171171 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2019 City of Tukwila BUILDING DIVISION Tim Schriever, PE, PLS, CESCL Phone: (206) 669-5218 t@civilsiteplan.com CORRECTION LTR# Site Address: 1206 49th Avenue S. Tukwila, WA 98178 Parcel Number: 796900-0070 Applicant: Doak Homes, Inc. 11812 26'h Avenue 5W Burien, WA 98146 206.372.2280 doakhomes@gmail.com Prepared by: tA(8.",i--. s • 0.e."(' 0193 October 21, 2019 RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERfv1IT CENTER LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PLS, CESCL PO Box 33, Woodinville, WA 98072 p. (206)669-5218 Table of Contents TABLE OF CONTENTS II PROJECT OVERVIEW 1 A. STUDY SCOPE. 1 B. PROJECT DESCRIPTION: 1 C. EXISTING CONDITIONS: 1 D. INVESTIGATION SUMMARY 2 E. SOIL TEST DATA 2 Figure 1.1— Soil Test Pit location. 2 II. CONCLUSIONS AND RECOMMENDATIONS: ........ 10••••••••••114••••••••••• ..... 0011.1111•104/04.1•••••••••••••••••••••••• 3 A. SITE GRADING AND EARTHWORK SLOPES 3 B. Shoring for Excavations 4 C. Compaction 4 D. Structure Footing 4 E. PERMANENT STRUCTURE RETAINING WALLS 5 F. RETAINING WALL BACKFILL 6 G. FOUNDATION AND RETAINING WALL DRAINAGE 6 H. FOUNDATION EXCAVATION MONITORING 6 I. STORM WATER INFILTRATION SYSTEMS 7 III. PROFESSIONAL ENGINEERS CERTIFICATION 9 Geotechnical Report October 21, 2019 Page ii LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PKS, CE%CL POBox ]I Woodinville, VVA9O073 p.(Z06)669-S218 U ��������U��� .. PROJECT =,°=~,"�.��� A. STUDY SCOPE: This study includes research, field investigations and engineering analysis toprovide design criteria recommendations for site grading, construction nfthe building foundations, retaining walls, rockeries, and the design of stormwater drainage facilities for a proposed for a proposed single family residence. & PROJECT This project badevelopment mfoG,SOOsq. ft. parcel ofland that will include construction ofone single family residence, access driveway, associated utilities and stormwater drainage facilties. The proposed residence will be constructed with a crawlspace only (no basement). The onsite ground elevation contours around the building will generally remain the same before and after development, Temporary cuts and fills of approximately three feet are anticipated for the building foundation construction. Project Name: Doak Residence Site Address: 13O649thAvenue S,Tukwila, VVA98178 Tax Parcel No: 7369OU'O07O The project binthe jurisdiction ofthe City ofTukwila. Public water and public sewer services are provided by the City of Tukwila. Electrical service is from Seattle City Light. C. EXISTING The site is currently vacant land. Public street right of way's (SEZ301h Street) adjoin the north and west property boundaries. The existing ground surface on the site generally slopes to the north on a grade of 2-5% and is vegetated with grass and blackberry, trees. The steepest slope on the site is apprnximatek/5Y6. There are nmtrees onthe site. Soils onthe site generally appeared tohave been undisturbed for more than 5 years. No surface water was observed on or within 200 feet the Page I of 9 LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PKS, CESCL POBox 33, Woodinville, WA9807Z p,(206)669-S218 D. INVESTIGATION SUMMARY The site and soil test pits on the project site were inspected on January 6,2015 during aperiod of moderately heavy rain. In 2019 the site appeared undisturbed without additional grading since 2015, The site was inspected for indications of potential slope stability, landslide hazards and springs orseeps unand within SOfeet ofthe project site. Asoil test pit was dug with abackhoeot the location of the proposed infiltration system near the northwest corner of the property. The soil observed in the tests pit was of alluvial origin consisting of fine sand with some small silt lenses. The depth to the winter season water table or restrictive layer is estimated to be greater than 8 feet below the ground surface. E. SOIL TEST DATA The soil stratifications observed (1/6/2015)inthe test pit isosfollows: TP1: 0-0 (SW) Brown -grey fine sand with silt lenses (alluvial . Seasonal water table not encountered. Figure 1.1—Soil Test Pit Location. Page 2 of 9 LAND DEVELOPMENT ENGINEERING �m�mm�U POBox Il Woodinville, VVA9007Z 80 CONCLUSIONS AND RECOMMENDATIONS: Tim Schriever, PE, PLS, CESCL The following discussion presents the conclusions and recommendation of geotechnicalbsue» anticipated for this project. The site grading work onthis project includes the following: Excavation for the proposed driveway improvements and building foundations ' cuts and ills 2'4 feet inheight. Utility trenching for proposed water, sewer and power .. cuts and fills 3-6 feet in height. Trenching for storm water infiltration system — excavate gravel sump approximately 7 feet deep. Rockery or landscape block walls between 4 feet in height may be used to level some residence yard areas. The feasibility of stormwater infiltration into the subsurface soils is discussed in Section "I" below, A. SITE GRADING AND EARTHINORK SLOPES Excavation slopes must not exceed the limits specified inlocal, state, and national government safety regulations. Temporary slopes cut toadepth ofabout 4feet may beattempted vertically inunsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made along property boundaries, orexisting utilities and structures. Subsurface soils nnthe site consist relatively loose soil (Type [ per WAC 296-155). Temporary cut slopes greater than four feet in height must be excavated at an inclination not more that IY2:1 (H:V) extending from the ground surface to the bottom of the cut slope: except as described below. It is our professional opinion that the soils encountered on the site may be safely excavated to a temporary slope angle of 1:1 (H:V), except where the soil is saturated or there are existing structures or retaining walls closer than a 1Y2:1 slope angle as measured from the toe of the excavated slope. However, this is steeper than the recommendations presented in W4\C 296. If this steeper inclination is used for temporary cut slopes, a competent person must make a daily inspection prior to the start of each workday to look for evidence of possible instability or hazardous conditions related to worker safety near the cut slopes. A "competent person"' is defined 6yVVA[ 296assomeone that can identify existing or predictable hazards related to safety and exercise the authority to take corrective action to eliminate the hazard, if necessary. The obmve-recmnmmended temporary slope inclinations are based onwhat has been successful at other sites with similar soil cnnditionc. Temporary cuts are those that will remain unsupported fora relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should he protected with plastic sheeting during wet weather. The cut slopes should also be backf|||edurretained aasoon aspossible toreduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. Groundwater exiting cut faces can result in rapid destabilization of the cut. If groundwater is encountered in any of the cuts, we recommend consulting with the geotechnical engineer prior to Page 3 of 9 LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PKS, CESCL proceeding. Drains, rebuilding the cut with quarry rock, ortemporary shoring could berequired to maintain the stability of temporary cuts that encounter groundwater. All permanent slopes cut into native soil shall be inclined no steeper than 2:1 (H:V), Finished fill slopes should also not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential of shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water must not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes shall be seeded with an appropriate species ofvegetation twreduce erosion and improve the stability ofthe surficia|layer of soil. B. Shorina for Excavations Temporary shoring of excavated slopes is required where there is insufficient area available to maintain the above specified cut slopes. If the cut slopes should exhibit excessive raveling or surGcia|failures in any condition, shoring isrequired, Where sufficient area exists between the proposed structures and property lines, shoring upto eight (8) feet in height may consist of ecology blocks set into a twelve inch minimum depth keyway inthe soil and with abatter of8.1minimum. Where the proximity of the site excavation is at or near the property lines and ecology blocking is not feasible, permanent soldier pile shoring with wood lagging may be required. Soldier pile shoring is not anticipated to be necessary for this project and is beyond the scope of this report. Any use of soldier piles would require additional engineering evaluation and permitting by the government agency with jurisdiction. C. Compaction Struotuna|fiUshaUbeconnoactedin12"maxinnurndepth|htsofloosennmtmha|comoactedto95Y6 of the maximum dry density based on the Modified Proctor analysis. The soils four feet or greater below finished grade of roads or structure footings may be compacted to 90% of maximum density. Where under a paved driving areas or slabs on grade, compaction testing is recommended for verification prior tofinal surfacing. D. Structure Footing The new structures on the site may be supported on conventional continuous and spread footings bearing onthe native soils. Exterior footings should bebottomed ataminimum depth not less than eighteen inches below the lowest adjacent outside finish grade within 5 feet of the footing. Interior footings may be at a depth of six inches below the top of the floor slab. Footings founded on the native sandy soils may be designed for an allowable bearing capacity of fifteen hundred (1SDO) pounds per square foot. Page 4 of 9 WN LAND DEVELOPMENT ENGINEERIN6 Tim Schriever, PE, PK8 CE$CL ANIN. PO Box 33, Woodinville, VVA9QO7J p.(2O6)669-5318 If any soft silt, clay or fill soil material are discovered in the foundation excavation, it must be removed and replace with 1Y2°minus crushed rock compacted to9S%maximum density orthe footing must be founded on deeper sand soils. The replacement crushed rock mentioned above shall have a width equal to not less than one foot greater than the width of the footing for each foot of replacement depth. Based on the above design criteria, it is anticipated that the total settlements of the residence footings founded on competent native soils will be less than 1 inch, with differential settlements of one-half inch orless. E. PERMANENT STRUCTURE RETAINING WALLS Both foundation and free standing retaining walls backfi||edcmonly one side must be designedto resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill where the active and passive earth pressures are computed using the equivalent fluid pressures: Active Earth Pressure: 4Oocf(dry) Passive Earth Pressure: 300ocf(dm) Coefficient ofFriction Q.4O Soil unit Weight: 13Opcf Soil Bearing Capacity: 1500 psf Fora restrained wall that cannot deflect at least OIX]2times its height a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid The values given above are tnbeused tndesign permanent retaining walls only, The passive pressure given isappropriate for the depth oflevel structural fill placed infront nfthe retaining wall only. The values for friction and passive resistance are ultimate values and do not include a safety factor, We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values todesign the walls. The design values given above donot include the effects ofany hydrostatic pressures behind the walls and assume that nosurcharges, such asthose caused bvslopes, vehicles, or adjacent foundations will beexerted onthe walls. Where these conditions exist, those pressures should be added to the above lateral soil pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within adistance equal tothe height ofa wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backOU will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being Page 5 of 9 LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PKS, CE%CL F. RETAINING WAL&BACKFILL 8ackfUplaced behind retaining walls must benot less than 12inches thick and consist ofcoarse free draining structural backhUcontaining noorganic material and graded asfollows: 1OU%less than 4^,ZS'7UY6passing No. 4sieve, less than 5%passing No. 2OOsieve. The on -site native sandy soils may beused aswall backfiUdirectly behind the foundation walls ifa minimum 12 inch width of free draining soil (such as imported builder's sand or pit -run sand and gravel) and a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfiil where seepage is encountered. For increased protection, drainage composites may be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The purpose ofthese backfUrequirements is toensure that the design criteria for aretaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water topercolate into the backfi||. G. FOUNDATION AND RETAINING WALL DRAINAGE VVerecommend that foundation drains beplaced atthe base ofall fou rth'retain|nR walls. These drains should besurrounded byatleast Ginches of1.5inch'minus,washed rock and thenvvrappedinnmn'mxoven,Beotexti|efiberfabric(K8iraO14ON,Supac4NP,orsimi|armnateria|). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of any stab orcraxx|spacefloor, and it should besloped for drainage. The invert elevation nfthe footing drains within 15 feet of an infiltration trench or drywall must be higher than the maximum water surface in the infiltration trench or drywall. H. FOUNDATION EXCAVATION MONITORING All cut slopes for foundations that are greater than four (4) feet in height must be sufficiently stable to allow the contractors personnel to safely work in the excavated foundation hole for the purpose of foundation construction, subject to the following: When workers will beonthe site, acompetent person shall make adaily inspection prior tothe start of each workday and continuously during periods of rain, to look for evidence of possible instability or hazardous conditions related to worker safety near the cut slopes. A "competent person"' is defined by WAC 296 as someone that can identify existing or predictable hazards related to safety and exercise the authority to take corrective action to eliminate the hazard, when necessary. The "competent person" on this construction site must be determined by the building Page 6 of 9 LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PK$ CESCK contractor prior to footing construction in excavations greater than four foot in depth. In the event that any such potential hazard is observed, all workers will immediately be removed from the site and geotechnical evaluation by a Professional Engineer will be performed with actions to correct the potential hazard performed prior toresuming work. Water shall not be allowed to flow uncontrolled over the top of any temporary or permanent slope. This condition is a hazardous situation that would require removal of personnel from the area. Any amount of the soil or gravels falling from the face of the bank will be consider a hazard and all personnel shall immediately be removed from the area, until the conditions are inspected by the project engineer and corrective actions taken as necessary. Excavation, foundation, and utility contractors should bemade especially aware ofthis potential danger. Protection of the slope from raveling and erosion from rain and wind may be required, by the installation of 4 mil. plastic sheeting secured at the top of the slope with sturdy stakes and held down with sand bags tied tothe stakes, orequal. The cut slopes shall be backfilled as soon as possible to reduce the potential for instability and other hazards. Adequate protection shall be provided tuprotect employees from loose rock orsoil that could pose a hazard by falling or rolling from the excavation face, Due to the dense relatively stable nature of the soils a plastic barrier placed over the slope should be adequate to protect construction personnel from falling loose rock orsoil. When evidence mf possiblehazardous conditions are found, all personnel shall beremoved from the hazardous area until the necessary precaution have been taken to ensure their safety. Any visible groundwater seepage from the cut banks on the site shall be considered a hazard and all personnel shall immediately be removed from the area, until the conditions are inspected and corrective actions taken as necessary. Provide a positive drainage outlet for drainage out of the foundation hole or have a trash pump available topump out ground orsurface water from the pit ifitbecomes more than one foot deep in the bottom of the pit. Do not pump out groundwater water more than 12" below the bottom of the foundation hole. 1. STORM WATER INFILTRADIONSYSTEMS Stormwster runoff will be generated from rain falling on the building root concrete walkways, patios parking areas/driveway slab proposed to be constructed for this project. Infiltration of the stormwater Page 7 of 9 LAND DEVELOPMENT ENGINEERING Tim Schriever, PE, PK8 CGSCL POBox 33, Woodinville, VVA9O072 p.(306)6695J18 A Full Infiltration System in accordance with KCSVVDW1 C.2.3 is required if at least 36 inch depth of outwashtype soils such aacoarse sands, cobbles ormedium sand soil (Type 1 &2 soils) can be maintained between the bottom of an infiltration device and a water table or restrictive soil layer. Full Infiltration Systems is not required on this site because the soils are not Type 1 or Type 2. Limited Infiltration (KCSWDM C.23) is required if Full Infiltration is infeasible and there is at least 3fee1 depth offine sand, iloamy sands, loamy sands orsandy loam soils (Type 3 &4soils) above awater table or restrictive layer with design requirements the same as for Full Infiltration. The subsurface soils observed in Test Pit No. 1were observed to be fine sands with a depth of0feet below the ground surface. No water table was encountered. Limited Infiltration is feasible on the subject site. A Drywell meeting the requirements ofK[SWO]M C2.3.3 isproposed for this project. The dnmxeUmust be sized with a minimum required gravel volume of 315 cu. ft. per 1000 sq. ft. of tributary impervious area, Discharging footing drains and roof drains into the same drywell is not recommended unless the floor of the crawlspace in the structure is at least 12 inches higher than the maximum water ponding in the dryvve||. We recommend footing drains be pipe todownstream storm drains separately from the dryvve||overflow drain. Use of Permeable Pavement (KCSWDM[2.7) construction onthe site isfeasible but may not be necessary if runoff from the sidewalks, patios or driveway are be dispersed across the lawn areas or infiltrated into the onsite subsurface soils. Site planning and ofs¢,rmwoterdrainage facltiexisbeyond the scope ofthis report. Page 8 of 9 [5111 LAND DEVELOPMENT ENGINEERING 'mg PO Box 33, Woodinville, WA 98072 III. PROFESSIONAL ENGINEERS CERTIFICATION Tim Schriever, PE, PLS, CESCL p. (206)669-5218 This report was prepared for Doak Homes Inc for use in the planning and design of this specific site and project. Our recommendations and conclusions are based on observed site materials and conditions. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services, budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except where specifically described in this report. This report should be considered a limited evaluation of existing conditions, and our report conclusions and interpretations should not be construed as a warranty of subgrade conditions. Within the limitations of scope, schedule and budget for our services, we have striven to take care that our work has been done in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. October 21, 2019 Page 9 of 9 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads, Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information Doak Homes Inc Basic 2342 Darryl Doak Heating System Type: e All other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperaturg Instructions Area of Building Conditioned Floor Area Instructions Conditioned F Average Ceiling Height Instructions Average Ceilin Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions 8 Single Rafter or Joist Vaulted Ceilings Instructions R-V Above Grade Instructions Floors Instructions ads Noe Flours, /WI intomeerate R48 Below Grade Walls (see Figural) Instructions Slab Below Grade rs instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Figure 1. Above r e blq%-o(c13 Design Temperature Diffe AT= indoor (l0 degrees) - 0 2,342 8.0 REVIEWED FOR POE COMPLIANCE APPROVED NOV 2 5 2019 Conditio. Ed Volume 18,73 U-Factor X Ar 0.280 U-Factor X 0.50 U-Factor X 0.026 U-Factor X No selection U-Factor X 0.056 U-Factor X 0.025 U-Factor X No selection Area Area 1,363 Area Area 2,240 Area 1,379 Area F-Factor X Length No selection F-Factor X Length No selection Sum of UA CityA of Tukwila UIL. G DIVISION UA UA 35.44 UA UA 125.44 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of U,4 X ST Air Leakage Heat Load Volume X 0.6 X ST X .018 Building Design Heat Load Air Leakage + Envelope Heat Loss UA 34.48 UA UA RECEIVED CITY OF TUKWILA UA JUN 13 2019 PERMIT CENTER 281.03 12,928 Btu/Hour 9,308 Btu / Hour 22,236 Btu / Hour Building and Duct Heat Load 24,459 Ducts in unconditioned space: Sum or Building Heat Loss X 1,10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 34,243 Bulkling and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump Btu / Hour Btu / Hour (0441403) Window, Skylight and Door Schedule Project Information Contact Information Doak 2342 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor 0.2 Ref. U-factor A Horizontal sliding 0.28 B Single Hung 0.28 C Horizontal sliding 0.28 D Single Hung 0.28 E Fixed 0.28 F Horizontal sliding 0.28 G Single Hung 0.28 H Horizontal sliding 0.28 I Fixed 0.28 Horizontal sliding 0.28 K Fixed 0.28 _..,......_ REVIEVVED FOR CODE COMPI IANcE APPROVFD ' • NOV25 nig . City of Tukwila BUILDING DIV1 10 flECEIVED TY OF TeicvALA JUN 13 201q Width Height Qt. Feet Inch Feet Inch 1 3 0 6 8 Width Height Qt. Feet inch Feet Inch 1 50 36 1 6 0 6 10 2 50 4 6 2 2 0 4 6 1 3 0 3 0 1 60 4 6 2 2 0 30 4 5 0 4 0 1 5 0 4 0 1 6 0 4 0 1 6 0 2 0 Area UA 20.0 4.00 0.0 0.00 Area UA 17.5 4.90 41.0 11.48 45.0 12.60 18.0 5.04 9,0 2.52 27.0 7.56 12.0 3.36 80.0 22.40 20.0 5.60 24.0 6.72 12.0 3.36 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 PERMIT CENTER 1 3 Overhead Glazing (Skylights) Component Description Skylight Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U-factor Qt. Feet inch Feet Inch 0.50 2 2040 Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 305.5 85.54 Area 0.28 UA 16.0 8.00 0.0 0.00 0.0 0.00 0,0 0.00 0.0 0.00 0.0 0.00 16.0' 8.00 0,50 341.5 97.54 • James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak Hom Selection Conditions Data Aftributes Actual Critical Status Ratio Values Adjustments Beam Prepared by: CA Date: 3/26/15 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0IFt NOS 2012 • Min Bearing Area R1= 10.0 in2R2= 12.7 1n2 (1.5) DL Defi= 0.20 in Recom Camber= 0.30 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Deft 10.0 ft 14.94 # 149 # 17601 '# / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Deft 3653 # 6485 # 8284 # 7869 # L / 369 L/941 Reaction 2 LL Reaction 2 TL 7 8284 # ection (in2 Shear (in2) TL Deft (in) LL Deft 123.00 88.00 OK 72% 61.50 49.18 OK 80% 0.33 0.50 OK 65% 0.13 0.33 OK 38% Fb (psi) Fv (psi) E (psi x mil) Reference Values 2400 240 1.8 Adlusted Values 2400 240 1.8 Fci. (psi) 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use .000 1.00 1.00 1.00 N/A .00 1.00 1.00 1.00 Cl Stability .0000 Rb = 0.00 Le = 0.00 Ft VIEVEQR CODE COMWLIMICE APPROVED NOV 2 5 2019 City of Tukwila BUILDING DIVISION DistancePar Unif LL Par UnifTL tart End .5 500 H = 800 240 I= 300 Pt loads: R1 = 6485 R2 = 8284 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. bici%-01(13 0 8. 0 8.5 8.5 10.0 0 8.5 1EC11.1 CM OF Ill A JUN 13 2019 PEEWIT CET.R James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design PS. Reg # 1194-67520 Doak BM-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Prepared by: CA Date: 3/30/15 5-1/8x 12 GLB 16F-V2 HF!HF NDS 2012 Min Bearing Area R1= 4.1 in2 R2= 4.1 inz Lu = 0.0 Ft (1.5) DL Defl= 0.03 in Recom Camber= 0.05 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 10.0 ft 14.94 # 149 # 51871# L / 240 L / 360 Reaction 1 LL 1600 # Reaction 2 LL Reaction 1 TL 2075 # Reaction 2 TL Maximum V 2075 # Max V (Reduced) 1660 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 1600 # 2075 # Section (in3) Shear (inz 123.00 38.90 OK 32% 61.50 12.77 OK 21% TL Defl (in 0.10 0.50 OK 20% L Defl 0.07 0.33 OK 21% Fb (psi) Reference Values 1600 Adjusted Values 1600 Fv (psi) E (psi x mil) Fc.i (psi) 195 1.4 195 1.4 500 500 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 320 Uniform TL: 400 = A Unifo oad A R2 = 2075 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak Homes Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Prepared by: CA Date: 3/26/15 5-118x 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft NDS 2012 Min Bearing Area R1=3.3 1n2 R2= 3.3 in 2 (1.5) 01.. Defl = 0.59 in Recom Ca be 0.89 in Beam Span 20.0 ft Reaction 1 LL 934 # Reaction 2 LL Beam Wt per ft 14.94 # Reaction 1 TL 2126 # Reaction 2 TL Brn Wt Included 299 # Maximum V 2143 # Max Moment 11785 '# Max V (Reduced) 1951 # IL Max Deft L / 240 TL Actual Den L / 286 LL Max Defl L / 360 LL Actual Defl L / 962 836 # 2143 # Section (in Shear (in TL Defi (in) LL Defl 123.00 58.92 OK 48% 61.50 12.19 OK 20% 0.84 1.00 OK 84% 0.25 0.67 OK 37% Fb (psi) Fv (psi) E (psi x mil Reference Values 2400 Adjusted Values 2400 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 240 240 1.00 1.8 1.8 N/A 1.00 1.00 Fc (psi) 650 650 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Point TL Distance Par Unif LL Par Unif TL Start End Pt loads: B = 540 8.5 100 80 H :-- 160 1 = 100 K = 80 R1 = 212 R2 = 2 43 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. 0 8.5 8.5 20.0 8.5 20.0 James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak BM-3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Prepared by: CA Date: 3/30/15 4x 8 DF-L #2 0.0 Ft NDS 2012 Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl = 0.28 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max DO 13.0 ft Reaction 1 LL 6.17 # Reaction 1 TL 80 # Maximum V 2665 '# Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Deft 488 # 820 # 820 # 744 # L/285 L / 577 Reaction 2 LL Reaction 2 TL 488 # 820 # Section (in3) Sheariin9 TL Dell (in) LL Defl 30.66 27.34 OK 89% 25.38 6.20 OK 24% 0.55 0.65 OK 84% 0.27 0.43 OK 62% Fb (psi) Reference Values 900 Adjusted Values 1170 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 Fv (psi) 180 180 1.00 NIA 1.00 E (psi x mil) 1.6 1.6 Fci. (psi) 625 625 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 75 Uniform TL: 120 = A Uniform Load A R2 = 820 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. James -Anderson Design PS BeamChek v2014 licensed to: Ja s Anderson Design PS. Reg # 1194-67520 Doak BM-4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Prepared by: CA Date: 3/30/15 5-1/8x 10-112 GLB 24F-V4 DF/DF Lu = 0.0 Ft NOS 2012 Min Bearing Area R1= 6.7 ine R2= 9.7 in2 (1.5) DL Defl= 0.05 in Recom Camber= 0.07 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Deft LL Max Dell 6.0 ft Reaction 1 LL 2618 # Reaction 2 LL 13.08 # Reaction 1 TL 4379 # Reaction 2 TL 78 # Maximum V 6319 # 12593 '# Max V (Reduced) 6307 # L / 240 TL Actual Defl L / 764 L / 360 LL Actual Defl L / >1000 3735 # 6319 # Section (ire) Shear (in2) TL Defl (in) LL Defl 94.17 62.97 OK 67% 53.81 39.42 OK 73% 0.09 0,30 OK 31% 0.05 0.20 OK 23% Reference Values Adjusted Values Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Us Fb (psi)_ 2400 2400 1.000 1.00 1.00 .00 Fv(psi) 240 240 1.00 N/A .00 E(psi x .8 1.8 0 • ) Fci. (psi) 650 650 CI Stabili 00 Rb 0.00 Le = 0.00 Ft Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3653 1500 B = 6485 C= 2214 4.0 4.0 Pt Ioads:J. R1 = 4379 400 H = 640 R2 = 6319 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 0 3.0 James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak Rafter at garage Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Prepared by: CA Date: 4/10/15 2x 6 DF-L #2 @ 24 in oc Lu = 0.0 Ft NDS 2012, Repetitive Use Min Bearing Area R1= 0.5 inR2= 0.5 in2 (1.5) DL Defl= 0.12 in Beam Span Beam Wt per ft Bm Wt included Max Moment TL Max Defl LL Max Dell 8.0 ft 0 # 0 # 640 '# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Dell 200 # Reaction 2 LL 320 # Reaction 2 TL 320 # 283 # L / 365 L / 694 200 # 320 # Section (in3 Shear (in TL De (in L De 7.56 4.96 OK 66% 8.25 2.05 OK 25% 0.26 0.40 OK 66% 0.14 0.27 OK 52% Fb (psi) Fv (psi) E (psi x Reference Values 900 Adjusted Values 547 207 1.6 Fc I 625 625 pci CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use .300 1.15 1.15 .00 1.15 N/A 1,00 .00 1,00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 50 Uniform TL: 80 = A Uniform Load A R2 = 320 SPAN 8 FT Uniform and partial uniform loads are Ibs per lineal ft. James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak C-1 Selection Conditions Data Column Prepared by: CA Date: 3/30/15 6x 6 Hem -Fir #2 Solid Wood Column NDS 2012, Using values for 5x + solid sawn, Posts and Timbers. Load 10359 # Actual Height 8.0 ft Unbraced LI 8.0 ft Unbraced L2 8.0 ft Column Area 30.25 in2 le d1 Effective Ht 96 in le d2 Effective Ht 96 in Ke Buckling Mode 1.0 Kf 1.00 c 0.80 KcE 0.30 FcE 1084 Attributes and Values Controlling d is 5.5 inches Ie/d psi Area (ire) Actual Critical Status Ratio 17 50 OK 34% 342 493 OK 69% 30.25 21.02 OK 6 9 % Fc II (psi) E (psi x mil) Reference Values 575 1.1 Adjusted Values 493 1.1 CF Size Factor Cd Duration Cm Wet Use Cp Stability 1.00 1.00 1.00 0.86 1.00 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 342 psi James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak Homes H-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Header Prepared by: CA Date: 3/25/15 4x 8 DF-L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 2.6 1n2 R2= 2.6 Ina (1.5) DL Defl= 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 6.17 # 31 # 2019 W L / 240 L / 360 Reaction 1 LL 1000 # Reaction 1 TL 1615 # Maximum V 1615# Max V (Reduced) 1225 # TL Actual Defl L / 988 LL Actual Defl L / >1000 Reaction 211 Reaction 2 TL 1000 # 1615 # Section (iW) Shear (1n2) TL Defl (in) LL Defl 30.66 20.71 OK 68% 25.38 10.21 OK 40% 0.06 0.25 OK 24% 0.03 0.17 OK 19% Fb (psi) Reference Values 900 Adjusted Values 1170 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cni Wet Use . 00 1.00 1.00 Fv (psi) 180 80 1.00 N/A .00 .00 E p • x .6 .0 62 5 .00 bilitv 1 0000Rb = 0.00 e = 0.00 Ft Uniform LL: 400 Uniform TL: 640 = A Uniform Load A R1 = 1615 R2 = 1615 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Notes Worst case 2nd floor James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design PS. Reg # 1194-67520 Doak H-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Prepared by: CA Date: 3/30/15 4x 10 DF-L #2 u = 0.0 Ft NDS 2012 Min Bearing Area Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Dell LL Max Dell R1= 4.7 in2 R2= 4.7 in2 (1.5) DL Deli= 0.02 in 5.0 ft Reaction 1 LL 1900 # Reaction 2 LL 7.87 # Reaction 1 TL 2945 # Reaction 2 TL 39 # Maximum V 2945 # 3681 '# Max V (Reduced) 2037 # L / 240 TL Actual Dell L / >1000 L / 360 LL Actual Dell L / >1000 1900 # 2945 # Section (in') Shear (in2) TL Dell (in) LL Dell 49.91 40.90 OK 82% 32.38 16.97 OK 52% 0.05 0.25 OK 22% 0.03 0.17 OK 18% Fb (psi) Reference Values 900 Adjusted Values 1080 Fv,Spsi 180 180 E (psi x mil 1.6 1.6 Fc I 625 625 (psi) CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 N/A 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 360 Uniform TL: 450 = A Par Unif LL Par Unif TL Start End 400 H = 640 I= 80 UniformLoad A Ri = 2945 R2 = 2945 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 5.0 0 5.0 James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak H-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Prepared by: CA Date: 3/30/15 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 4.3 in2 R2= 2.6 in2 (1.5) DL Defl= 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.0 ft 7.87 # 47 # 2939 '# L / 240 L / 360 Reaction 1 LL 1913# Reaction 1 TL 2707 # Maximum V 2707 # Max V (Reduced) 2354 # TLActual Defl L/ >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1247 # 1640 # Section (iW) Shear (in2) TL Deli (in) LL Defl 49.91 32.66 OK 65% 32.38 19.62 OK 61% 0.06 0.30 OK 21% 0.04 0.20 OK 20% Fb (psi) Reference Values 900 Adjusted Values 1080 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 Fv si 180 180 1.00 N/A 1.00 E (psi x mil 1.6 1.6 1.00 Fc I (psi) 625 625 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 360 Uniform TL: 450 = A Point LL Point TL Distance 1000 Pt loads: B = 1600 1.0 Uniform Load A R1 = 2707 R2=1640 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak H-3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads Prepared by: CA Date: 3/30/15 4x 8 DF-L #2 NDS 2012 Min Bearing Area Lu 0.0 Ft R1= 3.0 in2 R2= 3.0 Ina (1.5) DL Defl= 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 6.17 # 31 # 2363 '# L / 240 L 360 Reaction 1 LL 1500 # Reaction 2 LL Reaction 1 TL 1890 # Reaction 2 TL Maximum V 1890 # Max V (Reduced) 1434 # TL Actual Defl L/ 911 LL Actual Defl L / >1000 1500 # 1890 # Section (in') Shear (in2) TL Deli (In) LL Defl 30,66 24.24 OK 79% 25.38 11.95 OK 47% 0.07 0.25 OK 26% 0.05 0.17 OK 28% Fb (psi) Reference Values 900 Adjusted Values 1170 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 Fv (psi) 180 180 1.00 E (psi x mil) 1.6 1.6 N/A 1.00 1.00 Fcl, (psi) 625 625 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 600 Uniform TL: 750 = A Uniform Load A R1 = 1890 R2 = 1890 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design P.S. Reg # 1194-67520 Doak H-3 Selection Conditions Data Attributes Actual Crltical Status Ratio Values Adjustments Loads Prepared by: CA Date: 3/30/15 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 3.4 in2 R2= 3.4 in2 (1.5) DL Defl= 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Dell 6.0 ft 7.87 # 47 # 3181 '# L / 240 L / 360 Reaction 1 LL 1286 # Reaction 1 TL 2121 # Maximum V 2121 # Max V (Reduced) 1576 # TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1286 # 2121 # Section (in3) Shear (in2) T 49.91 35.34 OK 71% 32.38 13.13 OK 41% Defl (in) 0.07 0.30 OK 23% L Defl 0.03 0.20 OK 17% Fb (psi) Fv (psi) Reference Values 900 Adjusted Values 1080 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 180 (P si x mil 1.6 180 1.6 1.00 N/A 1.00 1.00 Fc_1_ (psi) 625 625 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 341 Uniform TL: 479 = A Par Unif LL Par Unif TL Start End 88 H=140 I= 80 Uniform Load A R1 = 2121 R2 = 2 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 21 0 0 6.0 6.0 James -Anderson Design PS BeamChek v2014 licensed to: James Anderson Design PS. Reg # 1194-67520 Doak H-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads Prepared by: CA te: 3/30/15 4x 0 DF-L#2 u= 0.0 Ft NDS 2012 Min Bearing Area R1= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.0 ft 7.87 # 63 # 1023 lit L / 240 L / 360 Reaction 1 LL 300 # Reaction 1 TL 511 # Maximum V 511 # Max V (Reduced) 413 # TL Actual Defl L / >1000 LL Actual Defl I./ >1000 Reaction 2 LL Reaction 2 TL 300 # 511 # Section (in Sh T De 'n L D 49.91 11.37 OK 23% 32.3 3.44 OK 11% 0.04 0.40 OK 10% 0.02 0.27 OK 7% Fb (psi) Fv (psi) E (psi x mil) Reference Values 900 Adjusted Values 1080 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 180 1.6 180 1.6 1.00 N/A 1.00 1.00 FPI (psi) 625 625 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 75 Uniform TL: 120 = A Uniform Load A R1 = 511 /\ R2 = 511 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. CATHERINE ANDERSON RESCENTIAL ARCHITECTURE 21100 Hillcrest Place Ethroncle, GIE3026 425-25g-45SO STRUCTURAL CALCULATIONS FOR: Doak Homes Inc. Basic 2342 .0 44 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2019 City of Tukwila BUILDING DIVISION Catherine Anderson, Architect 2015 IBC JOB # Date Desc. --44412IL19 CA 1 original calculation bt9-0193 RECEIVED CITY OF ILIKWIA JUN 13 2019 PERMN CENTER Lateral Analysis IBC 2015 Description: Basic 2342 Lateral design Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3531 Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (psf) 15 10 10 0 10 1603.1.4 Wind Design Criteria [3541 1. Nominal/Ultimate Wind Speed 2. Risk Category 3. Wind Exposure Category 4. Internal Pressure Coefficient 5. Components and Cladding design pressure 1603.1.5 Seismic Design Data [3541 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral response coefficient 4. Spectral response coefficient 5. Seismic Design Category 6. Seis. Force Resisting System 7. Design Base Shear 8. Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure 11. Risk Category Table of Contents Vasd/Vult le ss si SDS SD1 85/110 mph F 1609.3(3) (372] 1.00 ASCE 7-10 T 6-1 [77] 1609.4 [373] +/- 55 ASCE 7-10 F 26.11-1 [258] +/- 16 psf qSCE 7-10 30.2.2 [316] 1.00 1.25 0.4 D 0.83 0.43 D A.15. 7898 Ibs Cs 0.13 R 6.5 Equivalent Lateral Force 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix ASCE 7-10 T 1.5-2 [5] USGS Seismic Design Map Online USGS Seismic Design Map Online ASCE 7-10 T 20.3-1 [204] EQ 16-39 [3871 EQ 16-40 [387] T1613.3.5(1) and (2) [398] ASCE 7-10 T 12.2-1 (73] ASCE 7-10 EQ 12.8-2 [89] ASCE 7-10 T 12.2-1 [73] ASCE 7-10 T 12.6-1 [88] ASCE 7-10 T 11.6-2 [69] Version 7.0 Pg 0.2 Wind Design (MWFRS - Envelope Procedure) ASCE 7-10 Wind Load Method ASCE 7-10 28.1.1 (2) 12977 Nominal/Ultimate Wind Speed 85/ 110 mph Wind Exposure Category Height & Exposure Adjustment = 1.00 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7-10 28.6.3 13027 Ps = X Kzt Psi© 1609.3 [373], F1609 [372] 1609.4 [373] ASCE 7-10 F 28.6-1 [304] ASCE 7-10 F 26.8-1 [252] ASCE 7-10 EQ 28.6-1 [306] Minimum pressures shall not be less than assuming the pressures for ASCE 7-10 28.6.4 [306] zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h 4 :12 or 18.435 degrees 22.75 ft 17.75 ft 20.25 ft Zone Pressures, (A)(ps3o) ASCE 7-10 F 28.6-1 13047 ASCE 7-10 26.2[243] 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EOH OH 1 24.88 7.36 17.49 1.53 -14.58 -15.04 -10.30 -11.86 -23.78 -19.60 2 0.00 0.00 0.00 0.00 -2.82 -5.43 -0.76 -3.50 0.00 0.00 Horizontal Zones Areas & Forces, Fx ASCE 7-10 F 28.6-113037 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (I.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D Fx (P sx*X) x = A Diaphragm (x = I.h.d. (ft) = 38 a (ft) = 3.8 Areas 2a (ft) = 7.6 Forces Diaphragm (x = 1) I.h.d. (ft) = 38 a (ft) = 3.8 Areas 2a (ft) = 7.6 Forces Front to Rear A B C D 30 38 146 192 Fx = 3873 Fxmin = 4656 Front to Rear A B C D 68 328 Fx = 7430 Fxmin = 6 36 Side to Side A B C D 30 10 184 12 Fx = 4057 Fxmin = 3600 Side to Side A B C D 55 10 272 Fx = 6200 Fxmin = 5312 Version 7.0 Pg 1.3 Seismic Design IBC 2015 Site Clasification, Criteria Selection, & Minimum Design Lateral Force Risk Category Seismic Importance Factor Seismic Design Category Site Class Short Period Acceleration 1-Second Acceleration Seis. Force Resisting System Response Modification Factor IE 1.00 D D Ss 1.25 Si 0.4 A.15. R 6.5 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 Site Coeffiecient, Fv 1.6 Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, 2 S DS =i•F a'S s 2 S D1 =i'F v'S 1 SDS = 0.83 SDI = 0.43 Simplified analysis, Seismic base shear ASCE 7-10 12.14.8 (1081 V = (F Sos/R) W Where: F=1.1 for (2)-story Vertical Distribution, Forces at each level ASCE 7-10 12.14.8 [1081 F, = (w,NV) V Fx= 0.141 x w, ic weicihtForces (Ibs) at Level x ASCE 7-10 T 6-1 [473] ASCE 7-10 T 1.5-2 (5] T1613.3.5(1) and (2) [398] ASCE 7-10 T 20.3 3-1[204] F1613.3.1(1) [16-74] F1613.3.1(2) [16-76] ASCE 7-10 T 12.2-1 [73] ASCE 7-10 T 12.2-1 (73] T1613.3.3(1) [387] T1613.3.3(2) [387] EQ 16-39 [387] EQ 16-40 [387] ASCE 7-10 EQ 12.14-11 [108] ASCE 7-10 EQ 12.14-12 [109] Diaphragm (x = 2) Fx = 4635 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) wx 1791 6 150 weight (ibs) 26865 0 6000 32865 Diaphragm (x = 1) F, = 3871 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) w, 236 1263 8 132 weight (lbs) 3540 12630 5280 27450 Version 7.0 Pg 2.4 Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.213597 For worse case effect with wind load, L & S shall be zero. Equations 16-18, 16-19and 16-20 become, D + *0.6 2301.2 (1) 1473] 2305.1 14881 1605.1 (357) Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2 (359] D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9D + E/1.4 0.9 D + 1605.1 (357) , substitute ASCE 7-10 EQ 12.14-5 for E ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [104] E - 0.2 S Ds D 1.4 (0.9 -0.14 S D D Q 1.4 , simplify & arrange variables EQ 16-22 Where QE equals F, of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force (Ibs) Force (Ibs) x = 2 3021 3165 x = 1 5795 4836 Seismic Design Loads, (p/1.4) Fx p = 1.3 ASCE 7-10 12.3.4 [83] Diaphragm Force (Ibs) x = 2 4304 x = 1 3595 Version 7.0 Pg 3.5 Allowable Stress Desiqn Loads For Wood ~cont. Sum the moments about the base ofmmheonwa|.overturning shall resist, Where, (v'VV)'h - 2 —\ �\ Vw \ _ + P.vV 2 / \ Vv ^ / -\ (v'Vv\'h - [[� -D 14 �� [�' + P`'xv ` ' \ � [}tS/ \ -- ` '\ � / v = shear per linear foot ofohgamvaU xv = width ofsheonwaU h = height ofaheonwoU D = resisting dead load centered over oheamvoU P = resisting dead load atend ofsheonwaU Free Body Diagram of a ShearWall � " '-M \ (Vm0) � vv Sum MOMOM for wind for seismic Version7.O Po 3.6 Wall Line Level (x) ‘: Segment Tributary loads Wind Seismic •ke, p` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max 2 F-R 22.00 8 2 4 -637 -598 VD(x+1) [Ibs] oh VD(x) [lbs] VT(x) [lbs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis 50% 50% 1510.63 1510.63 22.00 69 SEISMIC 2151.88 2151.88 22.00 98 2 2 I F-R 16.75 8 2 4 -271 -128 VD(x+1) [Ibs] % VD(x)(Ibs) VT(x) [lbs] L v 2015 SDPWS MAX TMAX(x) [lbs] Wind Seis 50% 50% 1510.63 2151.88 1510.63 2151.88 16.75 16.75 90 128 SEISMIC 3 I 2 L F-R VD(x+1) [lbs] oh VD(x) [Ibs) VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis SEISMIC 4 I 2 I F-R VD(x+1) [IbsJ % VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis SEISMIC Version 7.0 Pg 4.7 Wall Line Level (x) c., Segment Tributary loads Wind Seismic c) z Ct Width Height wr wra wfa T(x) T(x+1) T(x) T(x+1) Seis max 1 1 F-R 30.00 8 157 -132 VD(x+1) [lbs] yo VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [lbs] Wind 1510.63 Seis 2151.88 50% 50% 2897.7 4408.34 30.00 147 SEISMIC 157 1797.32 3949.2 30.00 132 2 I 1 I F-R 23.50 8 0.6 4 502 182 VD(x+1) [lbs] ok VD(x) [lbs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis 1510.63 2151.88 50% 50% 2897.7 1797.32 4408.34 3949.2 23.50 23.50 188 168 SEISMIC 502 182 3 I 1 I F-R VD(x+1) [Ibs] ok VD(x) jibs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [lbs] Wind Seis SEISMIC 4 I F-R VD(x+1) psi ok VD(x) ribs) VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis SEISMIC Version 7.0 Pg 4.8 Wall Line Level (x) G;4�o 01s Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S 8.00 8 16 4 -834 -893 VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis 7.00 8 16 4 -727 -768 12.50 8 16 4 -1317 -1455 50% 50% 4.25 8 16 4 -432 -425 1582.33 2151.88 1582.33 2151.88 31.75 31.75 50 68 SEISMIC B 1 2 I S-S VD(x+1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L v 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis SEISMIC C I 2 I S-S 3.25 8 2 4 154 307 136 VD(x+1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis 3.25 8 2 4 154 307 136 3.25 8 16 4 -74 40 136 50% 50% 3.25 8 16 4 -74 40 136 1582.33 2151.88 1582.33 2151.88 19.50 19.50 81 110 SEISMIC 136 154 307 3.25 8 2 4 154 307 136 3.25 8 2 4 154 307 136 D I 2 I S-S VD(x+1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L v 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis SEISMIC Version 7.0 Page5.9 Wall Line eve Ll (x) . • Segment Tributary loads Wind Seismic Width Height wr wra wfa T(x) T(x+1) T(x) T(x+1) Seis max A 1 S-S 5.00 8 7.8 4 434 439 VD(x+1) Ps) yo VD(x) (lbs] VT(x) [Ibs] L V 2015 SDPWS MAX TMAX(x) (Ibs] Wind Seis 1582.33 2151.88 5.75 8 7.8 4 395 393 6.50 8 9 4 329 316 24% 24% 4.25 8 9 4 457 466 1160.73 862.714 2743.06 3014.59 21.50 21.50 128 140 SEISMIC 457 466 B I I S-S 17.00 8 15 4 -493 -1054 VD(x+1) Ps] % VD(x) [lbs] VT(x) psi L V 2015 SDPVVS MAX TMAX(X) [Ibs] Wind Seis 50% 50% 2418.18 1797.32 2418.18 1797.32 17.00 17.00 142 106 SEISMIC C 1 S-S 3.25 8 1.5 4 8.5 4 1181 154 1369 307 286 VD(x+1) [lbs] % VD(x) [lbs] VT(x) rlbs] L V 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis 1582.33 2151.88 3.25 8 1.5 4 8.5 4 1181 154 1369 307 286 3.00 8 3 4 1435 154 1666 307 310 26% 26% 1.88 8 3 4 1477 154 1714 307 495 1257.45 934.607 2839.79 3086.48 13.26 13.26 214 233 SEISMIC 495 1477 1714 1.88 8 3 4 1477 154 1714 307 495 I S-S VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [lbs] L v 2015 SDPWS MAX TMAX(x) [Ibs] Wind Seis I SEISMIC Version 7.0 Page5.10 Shear wall Summary 1 - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A - 2nd B-2nd C - 2nd D - 2nd 1 - 1st 2 - 1st 3 - 1st 4 - 1st A - 1st B - 1st C - 1st D - 1st Sheathing Shear Flow Sheetin Reqm'ts Wind J Seis Max 49 98 64 128 36 68 58 136 105 132 134 168 91 140 102 106 153 495 SW-1 SW-2 1 1 1 4 1 1 2 1 SW-3 Shear Transfer Wind Seismic 69 98 90 128 50 68 81 110 147 132 188 168 128 140 142 106 214 233 SW-4 SW-5 SW-6 Overturning Values Wind Seismic 1477 1714 168 495 188 214 Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector 16d Nails Z (Ibs) 195.2 Ibs 12.5 10.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150p1f) 162 Ibs 10.3 9.1 0.0 0.0 0.0 0.0 Simpson A35 Clip 600 Ibs 38.3 33.6 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector L 26.5 .1 23.3 Simpson DTC Clip 2015NDS T11N [105] 2015 NDS T11N (105I Current Simpson Guide 415 Ibs Current Simpson Guide 0.0 J 0.0 I 0.0 I 0.0 I 210 Ibs CurredntSimpson Guide 0.0 912 Ibs 2015NDS TllE [9.31 13.4 11.8 1/2" Diameter Anchor Bolts (2x) 0.0 0.0 0.0 58.2 51.1 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1328 Ibs 84.8 74.5 I 0.0 5/8" Diameter Anchor Bolts (3x) 0.0 0.0 1664 Ibs 0.0 106.2 93.3 0.0 0.0 0.0 0.0 2015NDS T11E 193) 2015NDS T11E [9.3] Page6.11 SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or Locate at end of( SW) u.n.o, Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2'l",10d=0,148"x3", 12d=0,148"x3'W,16d=0,162"x3'/",16d sinker=0,148"x3%". (6) Install His on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid biking to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn, per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w1 (2)-16d @ 6" olc at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. _(9) All sheathina must be Structural I sheathing U.N.O. HOLDOWN SCHEDULE Date: 4/112019 Job #: doak 2342 MARK HOLDOWN / STRAP *(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T-1 STHD14114RJ (30) - 16d sinkers N/A SHEARWALL SCHEDULE Date: 411/2019 Job #: doak 2342 MARK *(2) SHEATHING - APPLY TO 2x HF STUDS @ 16"olc U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS wl 3" x 3" z 114" WASHERS *(8) SW-1 7116" OSB 8d @ 6" olc (12" olc field) 16d @ 9 " olc A35 @ 24 " o/c 5/8"0x10" AB's @ 60 " o/c SW-2 7116" OSB *(7) 8d @ 3" olc (12" o/c field) 16d @ 8 " o/c A35 @ 22 " o/c 518"0x10" AB's @ 48 " olc r 4 0 4-00-00 -1-00-001- 1- 38-00-00 34-00-00 30.00-00 A01 10-10-00 0 APPROVED Noy2,05 2019 38-00-00 City of Tukwila BUILDING DIVISION EC iVED OF UlkWELA JUN 13 2019 PanDfurr CENTER P111.11111: NO.1111"i- 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 Doi Doak Homes 2019 2342 Plan RM 0 FirstSource `,0115Rtcfr 49th Avenue South, Tukwilla, WA 1114S IS A 1111:SS `. 11:4CR..111.1.1.Y Thor s. drsiv..1 as Pe ncorTor.1 btsktos doop si the ,tecifirouss of xtu k.Id dwSot Ow 414 *Mr txe. fat tych trv. 4.../11.1 • • ... p.m.. dr..1. floc tsoklul 4.1VIR 13 14 'MA: erValaNt for woronry tostsmi xs.,4.1 end 1st tho 11. , 110,17:::11,111. +1+1,04. iseNdot /Ad., so.1 tv3tAnsi Ors resp...1.. of 81902166 vomit .11.6.4 ...ststSe . Isms OK To.., P.1,411./14. 5$/ 1/11.$1. Dtht. 1.1.5k.11I 111/4 31-00-00 38-00-00 4-00-00 : 3-00-00; I � 1-3 no ICDIR: Doak Homes 20815 67th Ave NE Arlington, WA 98223 Phone: I-360-925-0155 O a11: i 2342 Plan "o07i"' 49th Avenue South, Tukwulla, WA O0.\4i\ p1i' 2019 RM Iti A 1 R1'5S PI.ACI.Mltit I:IAGRAM MIN Thew oasx.revdevpwd o ,'a9N4W b ktoot alnap.,.r,mby dporaa1aro1.bu.Ra • pAxn. a of Ow b ktda Jaip£x .ht .sS emiI ex*dr,ba. fa wL rad dngn dadiI 1 uK pamxnt appaw the n,l and (4111 l daps. a zmndfflmsly N15115em1n9S A 11. +Soap of i4 wu 4411. es¢asr owl dwB haCna. J(IR i- 4cns. -a16, sad <.A .n. is she .a pdao il.n aS she 131902166 x R ad rac4,1 tar., tmp ttit TtaF1 flue twat,. $1) 155Jno txi.t. Maenss. NI 4)IWs, MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1902166 2342 Plan The truss drawing(s) referenced below have been prepared by MiTek USA, Inc, under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K6159101 thru K6159108 My license renewal date for the state of Washington is September 28, 2019. May 24,2019 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs Is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Wok or TRENCO. Any project specific information Included Is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job 61902166' Truss A01 Truss Type GABLE Oty 2 Ply 1 2342 Plan Job Reference (optional) K6159101 Builders FirstSource (Arlington, WA). Arllnaton. WA • 98223 o — -1•B-0 1-8-0 3x8 = 30 29 15-0-0 15-0.0 27 26 25 24 3x6 4x4 23 29-9-0 ID:J1snof1L3V461rbSBZeU 22 21 ^t319 MI ek Industries, Inc. Fri May 24 10:29:29 2019 Page 1 DKgI•AJp4bCcJeBmUJ08_3yCLv1H919Rn_slyE7GGJr2DJaa 29-9-0 20 14-9-0 19 18 17 Scale = 1:52.1 3x6 = 29-9-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CST. TC 0.15 BC 0.05 WB 0.09 Matrix-SH DEFL, in (loc) Ifdefl L/d Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 125 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 29-9-0. (Ib) - Max Horz 2=89(LC 8) Max Uplift All uplift 100 Ib or less et joint(s) 2, 24, 26, 27, 28, 29, 30, 22, 21, 20, 19, 18, 17 Max Gray All reactions 250 Ib or less at joint(s) 16, 2, 23, 24, 26, 27, 28, 29, 30, 22, 21, 20, 19, 18, 17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=l lomph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantllever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSINPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced al 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 24, 26, 27, 28, 29, 30, 22, 21, 20, 19, 18, 17. ® WARNING • Warty design paremefsrs and READ NOTES ON THIS AND INCLUOED MITER REFERENCE PAGE d8FT473 ray. 104)3/2015 BEFORE USE. Design valid for use only with MiTekleconnectors. This design In based only upon parameters shown, and is for en Indheduet building component, not e truss system. Before use, the buikfirg designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web end/or chord members oNy. Additional temporary end permanent bracing Is always required for stability and to prevent collapse w4h possible personal 1n4ury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSIRPH Dually Crawl*, OSB-89 ar,d SCSI Building Componanl Salary Information mailable from Trues Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. May 24,2019 Ted' 250 Mutt CIrde Corona, CA 92660 Job B1902186 . Truss A02 Truss Type Common Ply 11 2 K6159102 Builders FirstSource (Arington, WA), -6-0 7.9-14 7-9-14 Arlington, WA - 98223, 10-2-10 15-0-0 Job Reference (optional) a 240 s May 13 2019 MiTek Industries, Inc. Fri May 24 10:29:30 2019 Page 1 ID:Jlsnofl j•-,3V461rbSBZsU6zDKgl-eVNSpYdx PVuLwXOAcfjeS5g8mZaCJIe5Tn 7pFIZDJaZ 22.2.2 7-2-2 I 7-2-2 7 6 1144 4x6 11 19-9-6 10-2-10 29-9-0 Scate =1:50.9 Plate Offsets (x,Y)— (6:a-0-0,0-0-4j �r ' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.36 7-9 >973 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(CT) -0.55 2-9 >637 180 BCLL 0.0 • Rep Stress Ina YES WB 0.18 Horz(CT) 0.10 6 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 Matrix-SH Weight: 101 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 6=1263/Mechanical, 2=1391/0-5-8 Max Horz 2=89(LC 12) Max Uplift 6 —37(LC 9), 2=-59(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2550/90, 3-4=2212/85, 4-5—2217/89, 5-6=-2532/94 BOT CHORD 2-9=-96/2256, 7-9=0/1495, 6-7=-26/2259 WEBS 4-7=-41/765, 5-7=-539/156, 4-9=37/758, 3-9=-539/155 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Refer to glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. May 24,2019 AN,WARNING - Verily design paramshn and READ NOTES ON THIS AND INCLUDED AMEN REFERENCE PAGE *UF T473 n+. 10/03/I015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applcability of design pare melons and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual tress web and/or chord members only. Additional temporary and permanent bradng is always required for atabe;y and to prevent colapse with possible personal Injury end property damage. For general guidance regarding the febdcallon, storage. deliveryry..� erection and bradng of busses end buss systems. see ANSI/Wit Qualify CArarla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314., Mil MiTek 250 IOue Circle Corona, CA 92880 I • Oty Ply 2342 Plan nua I MSS illype B1902166 A03 Roof Special Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-6-0 5-8-14 10-10-0 1-6-0 5-8-14 2x4 I I 5-1-2 5x12 = 5-8-14 10-10-0 1 5-8-14 5-1-2 ate X.Y 2: 0-2,Eded [10;0-4-0,0-3-91, [11:0-6-0, 2 15-0-0 4-2-0 1 dx12 = 10 1 Job Reference (optional) 8 240 s May 13 2019 Wok Industries, Inc. Fri May 24 10:29:30 2019 Page 1 ID:J1snof1L31/461rbSBZsU6zDKel-aVNSpYdxPVulwX0A4aS5q7AZaHjCr5Tn7pFlzDJaZ 22-0-12 1 30-0-0 7-0-12 7-11-4 -6-0 311-6-0 2.50 1711- 20-2-4 9-4-4 1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC20151TP12014 CSI. TC 0.96 BC 0.86 WB 0.55 Matrix-SH 30-0-0 9-9-12 K8159103 Scale e 1:53,8 DEFL. In (loc) 1/dell Vert(LL) -0.42 10-11 >835 Vert(CT) -0.90 10-11 >393 Horz(CT) 0.31 8 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 115 lb FT = 20°/. LUMBER - TOP CHORD 2x4 HF No.2 'Except' 5-6: 2x4 DF 2400F 2,0E, 6-9: 2x4 DF 1800F 1.6E BOT CHORD 2x4 HF No.2 'Except* 8-10: 2x4 OF 1800F 1.6E WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=1391/0-5-8, 8=1391/0-5-8 Max Horz 2=-82(LC 9) Max Uplift 2=-58(LC 8), 8=-58(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/71, 3-4=-2158/60, 4-5=-2146/117, 5-7=-4137/30, 7-8=-4643/97 BOT CHORD 2-12=-87/2370, 11-127-87/2370, 10-11=0/1770, 8-10=-2414268 WEBS 3-11=-505/78, 4-11=-335/98, 5-11=-80/525, 5-10=0/2806, 7-10=-558/180 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=4.8psf; h=25ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Pings) 2, 8. May 24,2019 At,WARNING • ',tartly doalyn parlamotars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ACI-7473 re, 10/03/2015 BEFORE USE. Design valid for use only wtth Weld) connectors. Thls design Is based only upon parameters shown, and Is for an individual bulding component, not erase System. Before use, the building designer must verify the applicataay of design parameters and property incorporate this design into the overall building design. Brecing Indicated bi to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is *ways required for stability end to prevent collapse with possible personal 'Nary and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANS1/1711 Dually GINO*. 0SD-89 and SCSI Building Component Sealy InfOrmation available from MISS Rate Institute, 218 N. Lee Street, Site 312, Alexandria, VA 22314. MiTek' 250 Mug Circle Corona. CA 02880 Job Truss Trusa Type Qty Ply 2342 Plan K6159104 61902168 . 801 Comrnon Supported Gable 1 1 _ ... _. ._ .. .. . . ... Job Reference (optional) uiloers irs urce in on, WA), -1-6-0 1-6-0 3x6 = ing on, WP - , 6-6-0 6-6-0 10 23;4 II 8 240 s May 13 2019 MiTek Industries, Inc. Fri May 24 10:29:31 2019 Page ID:Jisnol1L.3V461rbSSZsU6zDKql-7ixrOueZ9p0CYhzMAMEp?INUgz5zSn4FiRINnItzDJaY 13-0-0 14-8-0 6-6-0 1-6-0 Scale = 1:25,7 4x4 9 2x4 II 13-0-0 8 2x4 II 3x6 13-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.21 BC 0.13 WB 0.04 Matrix-P DEFL. in (loc) 1/dell Ltd Vert(LL) 0.01 7 n/r 180 Vert(CT) 0.01 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pudIns. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 2=-40(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 9, 10, 8 Max Grav All reactions 250 Ib or less at joint(s) 9 except 2=286(LC 1), 6.286(LC 1), 10=365(LC 1), 8.365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-286/87, 5-8=-286/87 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' Thls truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing piste capable of withstanding 100 Ib uplift at joint(s) 2, 6, 9, 10, B. May 24,2019 WARNING • gully design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 01-T473 rev. 10/0112115 BEFORE LISC Design valid for use only will, MFTetr8 connectors. Thls design Is based only upon parameters shown, end is for an indlvkluet building onmponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and mortify Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing le always required for stability and to prevent collapse with possiNe personal inhay end Property esma94. For Boma! ChedenCe reflentling the fabr10850n, storage, delNery, erec5on and bracing of trusses and truss systems, see ANSLIP11 Quality CHMN18, DSB-89 and SCSI Building Component Safety Information evalade from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda, VA 22314. wefts M 250 Klug Girds Corona. CA 92880 TrusS B1902166 , B02 Builders FirstSource (Ariington, WA), -1.6-0 1.6-0 4x8 = Truss Type COMMON Arlington, WA- 98223, 6-6-0 6-6-0 Ply 2342 Plan K6159105 2 Job Reference (optional) 8 240 s May 13 2019 MiTek Industries, Inc. Fri May 24 10:29:32 2019 Page 1 ID;Jlsnaf1L3V461rbSBZsU6zDKgl-buVDEEeCw683ArYZk412XWvW NM8B8U0w5UwJAzDJaX 13-0-0 4x8 II 8-3-13 6-8-0 13-0-0 Scale a 1:23,2 4x8 = 3-7.10 4-8-3 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IRC2015/TPI2014 CSI. TC 0.81 BC 0.46 WB 0.35 Matrix-P DEFL, in (Ioc) I/deft Ud PLATES GRIP Vert(LL) -0.09 5-6 >999 240 MT20 185/148 Vert(CT) -0.15 5-6 >999 180 Horz(CT) 0.03 4 n/a n/a Weight: 113 Ib FT = 20% LUMBER" TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=4348/0-5-8, 4'4210/0-5-8 Max Horz 2=48(LC 12) Max Uplift 2=-298(LC 8), 4=-275(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7385/463, 3-4=-7367/448 BOT CHORD 2-6=381/6742, 5-6=-277/4730, 4-5=-381/6743 WEBS 3-6 —174/3384, 3-5=174/3384 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 45-15 cc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=6,0psf; BCDL,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end -zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=298, 4=275. 9) Girder carries tie -In span(s): 29-9-0 from 0-0-0 to 13-0-0 LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pip Vert: 2-4=603(F=587), 1-3=-70. 3-4=-70 May 24,2019 WARNING • Verity doslgn immolate and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Al11.7473 rev.100)3/1015 BEFORE USE. Design valid for use only with MiTek®oonnectors, This design is based only upon parameters sham, and Is for en Individual bulding component, not e truss system. Before use, the building designer must verify the applicability of design pararneler$ and property Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual suss web and/or chord members only. Additions/ temporary and permanent bracing Is ahvaya required for stability and to prevent =lapse with possible personal N ury end property damage. For general guidance regerdkg the fabrication, storage, delivery, erection and tracing of busses end truss systems, see ANSPTPl1 Quality Crtfsrfa, DS8-89 and SCSI Bonding Component Sefery Information evallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Twss Truss Type Qty Ply 2342 Plan B1902166 ' CO1 Common Supported Gable 1 1 K6159106 . — . —__ ,... .........,... Job Reference (optional) -1-6-0 1-6-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 5.00 112 3x6 = , 5-9-0 5-9-0 2x4 If 10 2x4 I1 8.2409 May 13 2019 MiTek ndustrIes, Inc. Fri May 24 10:29:33 2019 Page 1 ID:Jisnof1L3V461rbSBZsU641Kql-343bRafqh0Gwn771InGH4j5rOno8wgjX9IEUsdzDJaW 11-6-0 13-0-0 1-6-0 5-9-0 Scale = 1:23.2 494 9 8 2x4 II 2x4 11 5 2x4 II 3x6 = 11 SPACING- 2-0-0 CV. Plate Grip DOL 1.15 TC 0.15 Lumber DOL 115 BC 0.09 Rep Stress Incr YES WB 0.03 Code IRC2015/TPI2014 Matrix-P DEFL. In (loc) Weft Lid Vert(LL) -0.00 7 n/r 180 Vert(CT) -0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20°A, LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-6-0. (Ib) - Max Horz 2=36(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 Ib or less at joint(s) 9 except 2=265(LC 1), 6=265(LC 1), 10=295(LC 1), 8.295(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - Ali forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.80 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. May 24,2019 WARPING • Verify design parameters wei READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1b74T3 rev. 18/03/2015 BEFORE USE. Design veld for use only vdt Wrote& connectors. This design Is based only upon parameters shown, and Is for en Individual bolding component not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building dealgn. Bracing Indicated Is to prevent budding of inclh4dual truss web and/or dial members only. Additional temporary end permanent bracing Is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSU7PI1 Quality Crawly, DSB-89 end BCSI Building Component Safety Intommtion avalaNe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty PIy 2342 Ptan 81902186 � 002 Common t 1 K6159107 Job Reference (optional) -1-6-0 1 1-6-0 2 rvn • socw, 5-9-0 5-9-0 5.00 ITT 4x4 = 8.240 s May 13 2019 MITeK Industries, Inc. Frl May 24 10:29:34 2019 Page 1 I D:Jlsnoftj_3V461rbS82sU6zDKel-XHdevgSSKOnP9lxrVoWcx?wYA4B17fhOPz1 O3zDJaV 11-6-0 13-0-0 5-9-0 I 1-6-0 1 4 3x6 = 5-9-0 6 2x4 II 11-6-0 3x6 = LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 5-9-0 5-9-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 CSI. TC 0.55 BC 0.29 WB 0.05 Matrix-P Scale = 1:23.2 DEFL. In (loc) 1/defl Ud Vert(LL) -0.03 2-6 >999 240 Vert(CT) -0.06 2-6 >999 180 Horz(CT) 0.01 4 n/a rtI8 REACTIONS. (Ib/size) 2=596/0.5.8.4=596/0-5-8 Max Horz 2=36(LC 12) Max Uplift 2=-36(LC 8), 4=-36(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-651/0, 3-4=-651/0 BOT CHORD 2-6=0/517, 4-6=0/517 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 20% Structural wood sheathing directly applied or 5-4-6 oc pudins, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Alt bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift al joint(s) 2, 4. ®WARNING • Verify cNSIBA pararrefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N3.7473 nv. 10/03 2015 BEFORE USE. Design valid for use only wish MTek tconnectors. This design is based only upon parameters shown, and is for an Indnedual bolding component, not a roues system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bu5dUsg design. Bracing Indicated Is to prevent buckling of individual truss we end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Crfhda, OSB-19 and SCSI Building Component Safcy lnformidon avelettle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job _ Trims Truss Type Ply 2342 Plan 2166 , CO3 Common Girder 1 K6159108 2 Job Reference (optional) n„ Arlington, WA - was, 5-9-0 5-9-0 5.9-0 4x6 i I 0 s Mey 13 2019 MiTek Industries, Inc. Fri May 24 10;29:35 2019 Page 1 ID:J1sriof1L3V461rbSEIZsU6zDKql-7TBLsFh4D1WelJH8PCJI98X1laMZOU6qc3jawVzDJaU 11-6-0 13.0-0 5-9-0 11-6-0 5-9-0 5-9-0 1-6-0 Scale = 1:20.8 Plate Offsets (X,Y)-- 1: 3-1 1[3:0-3-1,0-0-11) LOADING (psf) SPACING- 2-0-0 CSI. DM. In (loc) l/defl Ud PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.08 1-5 >999 240 MT20 185/148 TCDL 10,0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.14 1-5 >971 180 BCLL 0.0 " Rep Stress Ina NO WB 0.42 Horz(CT) 0,02 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 Matrix-P Weight: 87 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 OF 2400F 2.0E WEBS 2x4 HF No.2 REACTIONS. (lb/size) 1=370510-5-8, 3=3845/0-5-8 Max Holz 1=-44(LC 9) Max Uplift 1=-242(LC 8), 3=-265(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5614/348, 2-3=-5637/353 BOT CHORD 1-5=-289/5134, 3-5=-289/5134 WEBS 2-5=-210/4083 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131x3") nails as follows; Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (ft---lb) 1=242, 3=265. 9) Girder carries tie -In span(s): 29-9-0 from 0-0-0 to 11-6-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 1-3=-603(F=-587) May 24,2019 &WARNING • Verify design [aerometers and READ NOTES ON THIS AND INctuozo MITER REFERENCE PAGE RE8T413 nov.14E3+2013 BEFORE USE. Design valid for use only with WOO connectors. This design Is based only upon parameters shown, end is for an individual building component, not a truss system- Before use, the building designer must verity the applicability of design parameters and properly lnoentierals this design into the overall building design. Bracing indicated Is to prevent budding of indivkluat truss web and/or chord members only. Additional temporary and permanent bracing le always required for stability and to prevent collapse with possible personal irgury and property damage. For general guidance regarding Use fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANsurfrlf Quality crftorfa, 0SB-89 and SCSI Building Component Safety Information avaiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. =I =1 1111 MiTek' 250 Klug Circle Comae. CA 92680 Syntoi PLATE LOCATION AND ORIENTATION IMMO Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, For 4 x 2 orientation, Locate plates 0- ti,s from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSUrPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI; Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. \.umfertIg Sys e 6-4-8 8 dimensions shown in ft•In-sixteenths (Drawings not to scale) 2 TOP CHORDS 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII.7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stab8ily bracing for truss system, e.g. diagonal or X-bracing, is always required, See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced busses, 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties, 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss al each joint and embed fully. Knots and wane at }pint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load defection, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and Sae, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, udess otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member a plate without prior approval of an engineer, 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use, 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSUTPI 1©uality Criteria. ENGINEERING 250 4thAve S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning SMALL SITE DRAINAGE REPORT Doak Lot 1 Residence REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2019 City of Tukwila BUILDING DIVISION et 0 9 S 122nd St, & 49th Ave. S, Tukwila, WA Parcel No: 0179001585-1586 RECEIVED JUN 1 7 2019 TUKWILA PUBLIC WORKS 6/4/2019 19116.20 CG ProjectitattlgO CITY OF TUKWILA JUN 13 2019 PERMIT CENTER Table of Contents I. PROJECT OVERVIEW 1 A. STUDY SCOPE: 1 B. PROJECT DESCRIPTION. 1 C. SOILS 1 D. SENSITIVE AREAS 2 E. DOWNSTREAM FEMA FLOOD HAZARD MAP 2 Figure 1- Allentown Flood Control Zone Map 3 V. FLOW CONTROL BMP'S 4 F. LAND COVER AREAS IN THE PROJECT SITE 4 Table 1- Land Areas for BMP Sizing. 4 VI. EROSION AND SEDIMENT CONTROL 6 VII. SPECIAL REPORTS AND STUDIES 6 VIII. OPERATION AND MAINTENANCE 6 IX. APPENDIX 7 A. Soil Report for Infiltration System 7 C � o ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 I f. 425.778.5536 www.cgengineering.com Doak Lot 1 15032.20 Small Site Drainage Report June 4,2O19 Page lof7 A. PROJECT OVERVIEW . STUDYSCOPE.' A This study includes research field investigations and engineering analysis for the design of stormwater drainage facilities associated with the Doak Lot 1 residence. Drainage facilities are designed in accordance with the 2009 King County Surface Water Design Manual. PROJECT DESCRIPTION: B. The projectisasinule-tamik/deve|opnment|ocatedona 6,50Usquare foot k].14acre) parcel in the Low -Density Residential zone of Tukwila. The finished project build -out includes one single family residence, a driveway, and associated utilities and stormwater facilities. Approximately 3S96ofthe project areavviUbebui|dings parking and walkways, and 6S96landscaping. The subject property is currently undeveloped. Existing vegetation consists primarily of grass and berry vines. There are noexisting trees onthe site. The property generally slopes tothe north on a slope of2'S%. No signs ofsurface water orsoil disturbance were observed on the Asoil test pit was dug near the northwest corner ofproposed Lot 1asfollows: 0'8 Brown/grey fine sand with silt lenses Nowater table was encountered The soils in this area do not appear to meet requirements for full infiltration in accordance with the King County Surface Water Design Manual. Limited infiltration will be implemented through a dryvveU. The soil types per the "Geotechnica| Evaluation Report for Storm Water infiltration" byTl. Schriever dated 02/06/2015. ENGINECERING 250#hAvenue South, Suite 200 Edmonds, wmn8020 ph.4zSz7S.8soo | f.4ZS.77oassa wwwzgenXineering.com Doak Lot ] 15032.20 Small Site Drainage Report June 4,2Dl9 Page 2of7 D. SENSITIVEAREAS During our investigation of the site and subsurface soils, itwas determined that there are no wetlands, streams, land slide hazard areas, orcoal mine hazards onthe Project sKe. City of Tukwila Bulletin A8designates the site as flood -prone area, discussed in Section E. E. DOWNSTREAM FEMA FLOOD HAZARD MAP While the City ofTukwila Flood Hazard Map (Figure 1\does not designate thesiteasapartof the 100-year floodplain, Bulletin A8 describes the site as being "flood -prone". The flood elevation was calculated as 10.4' The building will be constructed above this level to prevent flood damage. ENGINEERING 2sO4thAvenue South, Swhezoo Edmonds, vvAynnZO ph.o2s.77o.Vsoo | f.«2sJ78.sss6 wwwzQengineennO.cvm Doak Lot 1 - 15032.20 Small Site Drainage Report June 4, 2019 Page 3 of 7 Figure 1 - Allentown Flood Control Zone Map o ENGINEERING C.VT TO SCALA' Inset 1 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 I f. 425.778.5536 www.cgengineering.com Doak Lot l'lSO]2.ZO Small Site Drainage Report Page 4 of 7 June 4,20l9 V. FLOW CONTROL BMPYS The area ofthe subject site is6,50X}square feet. Due 0zthe added impervious surface being less than 10,000 square feet it is subject to the Small Lot BMP Requirements of the King County Surface Water Design Manual. F. LAND COVER AREAS IN THE PROJECT SITE Table 1 - Land Areas for BMP Sizing 2814prmject Areas (sq'ftJ Bldg Roof wm|kvvovs Dhvevvays& Parking Total Impervious Grass Total Pervious Total Basin Area Preden Proposed O 1,855 U 59 O 360 D 2,274 6,500 4,226 6,500 4,226 6,508 6,500 The Small Project Drainage BMP's analysis follows: Full Dispersion (SWDM C.2.1) requires a 100 foot downstream flow path with native vegetation for dispersion of impervious surface runoff. Due to the topography of the site and the general lot configuration and size, the required flow path is not available and full dispersion is not feasible on the subject site. Full Infiltration (SWDM C.2.2) is required if there is at least 3 feet depth of Coarse sands, cobbles or medium sand soil (Type l&\Zsoils) above awater table orrestrictive layer. Soils onthe site consist offine sand, Therefore, full Infiltration isnot feasible onthe subject site. Limited Infiltration (SVVDM[Z3)isallowed ifthere bat least 3feet depth offine sands, loamy sands or sandy loam soils (Type 3 & 4 soils) above a water table or restrictive layer. Soils onthe site generally consist of at least 8 feet of fine sand. Therefore, Limited Infiltration is feasible on the subject site. Basic Dispersion (5WUMC.J.4):may beused where the vegetated flow path is well established lawn or other landscaped groundcover generally sloping less than 15-20% and of 25-50'in length. The topography and site layout provide this flow path, thus basic dispersion is feasible. ENGINEERING 250othAvenue South, Suite 200 Edmonds, vvAyoOZ0 ph.xz5,77&osoo 1 tx2x.778-ss3s Doak Lot l'lS03Z.ZU Small Site Drainage Report June 4,Z0l9 Page Sof7 One dryweUwill beused onthe site to mitigate runoff from impervious surfaces. For fine sands, drywells must be sized with a gravel volume of 230 cubic feet per 1000 square feet of impervious surface served. The dryvveUwill have alOft. bv12ft. footprint and a4.4ft. gravel depth, resulting inagravel volume ofSZ8cubic feet. Runoff from impervious surfaces will flow into acatch basin located inthe driveway. There will be a tightline with a clownturned elbow from the catch basin to the drywell. A perforated pipe imbedded in the drywell will allow runoff to spread through the drywell. An overflow will be installed in the catch basin and connect to the public storm system in 5 122 nd St. 2sU4thAvenue South, Svke2VU Edmonds, vvA9BO20 ph, 425J78.8500 ( f.42s.7nB.s8a www.cgengineehng.mm Doak Lot l 15032.28 Small Site Drainage Report June 4,IOl9 Page 6of7 VI. EROSION AND SEDIMENT CONTROL Erosion and sedimentation control facilities for the subject project are necessary to prevent sediment laden runoff from leaving the site during construction. AnErosion and Sediment Control Plan (ESC) has been prepared for this project. Theminimum required erosion/sedimentation control facilities include marking |imhsofdearing, installation of a stabilized construction entrance, silt fence downslope of cleared areas, one sediment trap, and catch basin inlet protection. Specifications and details for erosion and sediment control facilities are shown on the E5C plans. The implemented ESC measures are as follows: 1. Stabilized Construction Entrance I. Mark Clearing Limits/ Minimize Clearing 3. Silt Fence 4. Storm Drain Inlet Protection VUU SPECIAL REPORTS AND STUDIES The Special Reports and Studies on this project site included the following: 1. Geotechnical Evaluation Report for Storm Water Infiltration by Tim Schriever 02/06/2015. �yUUU �������U���� ���� ���U��l��������� �""". OPERATION "��"� "�"��, MAINTENANCE "�"���"�~�"� The property owner(') are responsible for operation and maintenance ofthe access driveways from public roads and all drainage facilities within the boundary of their private lands, and the storm drain connection between the lot and the public storm drain facilities. All roof downspout pipes, roof gutters, catch basins and area drains should beinspected atleast two times each year. One inspection should be performed in late fall during a period of moderate to heavy rain to verify that the inlets to the catch basins, area drains and roof gutter/drain are clear of debris and functioning adequately with no overflow of runoff to the ground surface or onto public roadways. A second inspection of the drainage facilities should be performed in late spring for sediment accumulation in catch basins and area drains. If the bottom of the catch basin or area drain is half filled with sediment, it should be cleaned out to prevent or reduce the amount of sediment traveling downstream that could clog the drywell and pipes and pollute downstream creeks and lakes. If at any time there is evidence of soil erosion on the property, steps should be taken to redirect the source of surface water causing erosion into the on -site drainage system. Z5o4thAvenue South, Suite zoo Edmonds, vvA9uoZO ph.4z5.77u.x5oo | t1zs.77u.sss* www.cgenX|neering.com Doak Lot 1 - 15032.20 Small Site Drainage Report June 4, 2019 Page 7 of 7 IX. APPENDIX A. Soil Report for Infiltration System = o ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8500 I f. 425.778.5536 www.cgengineering.com 0 ENGINEERING 250 4th Ave S. Edmonds, WA 98020 Phone (425) 778-8500 Fax (425) 778-5536 February 6, 2015 Doak Homes, Inc. 11812 261h Avenue SW Burien, WA 98146 RE: GEOTECHNICAL EVALUATION REPORT FOR STORM WATER INFILTRATION Doak Residence, Lot 1 & 2, Block 8, Allentown CG Project No. 15032.20 INTRODUCTION This report presents the results of our research and investigation of the above described site. The purpose of this study was to provide subsurface soil identification, estimate depths to seasonal water tables, and determine if the on -site soils are adequate for on -site infiltration in accordance with the King County Surface Water Design Manual (2009). This report is limited to a preliminary soil analysis for the design of storm water drainage facilities. PROJECT DESCRIPTION The subject project includes the construction of one single family residence on a 6,500 sq. ft. parcel of land. It is proposed to construct the project with the stormwater runoff from residence roof and driveway directed to an onsite infiltration system. See Figure 1 for a Vicinity Map and Figure 2 for Soil Test Hole Locations and lot layout. SITE RECONNAISSANCE The project site was inspected on February 6, 2015 after a period of moderate rainfall. The subject parcel is vacant land that generally slopes to the north on a grade of 2-5%. The existing vegetation is primarily volunteer grass and berry vines. There are no trees on the site. Soils on the site generally appeared to have been undisturbed for more than 5 years. No surface water was observed on the site. SUBSURFACE EXPLORATION The soils on the site were explored by excavation of a test hole with a backhoe at the location of the proposed infiltration system near the northwest corner of the property as shown on the attached Figure 2. The soil survey was performed on January 6, 2015. The soil stratification observed was as follows: TP 1: 0-8' Brown/grey fine sand with silt lenses No water table was encountered Page 1 of 2 0 ENGINEERING 250 4th Ave S. Edmonds, WA 98020 Phone (425) 778-8500 Fax (425) 778-5536 CONCLUSIONS AND RECOMMENDATIONS In our subsurface exploration we determined that the soils on the site are generally alluvial soils consisting of sand with silt lenses to depth greater than 8 feet. The 1973 SCS King County Soil Survey indicates the soil as Unban Land. The depth to the winter season water table or restrictive layer is estimated to be greater than 8 feet below the ground surface. It is our opinion that the site generally meets the minimum soil depth requirement for infiltration in accordance with the King County Surface Water Design Manual. USE OF THIS REPORT AND WARRANTY This report was prepared for the Doak Homes, Inc. for use in planning and design of this project. Our report is based on observations of the soils exposed in the test holes and by visually observing the surrounding area. This report should be considered a limited evaluation of existing conditions, and our report conclusions and interpretations should not be construed as a warranty of subgrade conditions. Within the limitations of scope, schedule and budget for out services, we have striven to take care that out work has been done in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. Sincerely, Timothy L. Schriever, PE Enclosures: 1. Assessor Map showing site vicinity 2. Soil Log Location Map. Page 2 of 2 t � City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 13, 2019 Darryl Doak Sr. 1181226' Ave SW Burien, WA 98146 Request for Permit Application Extension #1 Building Permit D19-0193 Doak Homes — Lot 1-12206 49th Ave S Dear Mr. Doak, This letter is in response to your written request for an extension of permit application number D19-0193 received in our office on November 15, 2019. It has been determined that the City of Tukwila Building Department does not need to extend the permit at this time as the permit was issued on December 5, 2019. The new expiration date is June 2, 2020. If you have any concerns or questions, feel free to contact me in the permit center at 206 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D19-0193 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City qfTukwila Department ofCommunity Development 63OO5muthcenterBlvd, Suite #1O0 Tukwila, WA 98108 Attention: Bill Rambo, Permit Technician Re: Application No. D19-0193 Doak Homes — Lot 1 Dear Mr. Rambo: NOV RECEIVED ����� xnmv �� ��o� We would like to request extension of permit application number O19-0193 for the work proposed by Doak Homes, which isdue toexpire on12/13/2Ul9. We turned over the comments and changes that came from the City of Tukwila toour engineer, C&G Engineering, They completed some ofthe needed changes with long delays. Recently, vveeventually received the completed plans from them. Last Wednesday, vvesubmitted all the paperwork and plans for this project to the building department. We are sorry for the delays that were out of our control. Thank you for your consideration in extending our permit application, if you have any questions, please call me at the phone number below. 41--t4toewz Darryl E. Doak, SR President/Owner Doak Homes Inc. Cell #2O6'372-228O Office #2D6-24G-6S87 Request for Permit Application Extension# CunenL[xpirudonDate: Extension Request: Lkj Approved For !� Denied (pm,iJcexplanation) 3il)na|ue/}uidalo -- °/ City of Tukwila Department of Community Development 11/1/2019 DARRYL DOAK SR 11812 26TH AVE SW BURIEN, WA 98146 RE: Permit Application No. D19-0193 DOAK HOMES - LOT 1 12206 49 AVE S Dear DARRYL DOAK SR, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/13/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 12/13/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D19-0193 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development August 29, 2019 DARRYL DOAK SR 11812 26TH AVE SW BURIEN, WA 98146 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0193 DOAK HOMES - LOT 2- 1206 49 AVE S Dear DARRYL DOAK SR, 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 SUBM11 1 ALS: (Min. size 11 x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) I. The soils report provided are over 4 years old and do not specify load -bearing values for footings. Also, the footings depth is not clear to show the footing drains have sufficient slope to the dispersion trench to prevent ground water from backing up to the crawl space. Site plan only shows elevation of finish floor about 2 feet from corner lot. Plans however do show a designed infiltration drywell. Please provide an updated Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the "load -bearing values" of the site soils for footing design requirements and shall verify sizing for drywell system sizing to be sufficient for foundation drains with combined roof drains. Verify the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. Drainage report indicated soils in this area do not appear to meet requirements for full infiltration per KC Surface Water Design Manual. The report also indicates the site is in a flood prone area. In addition to item #l, show or verify on a site plan topographical elevation points, finish floor elevations and foundation footing elevations are elevated to provide sufficient foundation drainage and show finish grade sloping away from the new house. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. I. Applicant shall fill out the attached Traffic Concurrency Test Application and pay $300.00 fee. 2. Project is subject to a Traffic Impact fee in the amount of $1,013.88 payable at the time of permit issue. 3. A 1" water service and 1" WM is required for any new residence. Please note that in this case the City charges 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Cascade Water Alliance fee for 3/4". Please revise WM and water services sizes. 4. Add attached City of Tukwila Meter Detail WS-01 on plan. 5. A min. 10' horizontal separation measured edge to pipe edge, is required between sewer and water. Please add dimension on plan. 6. Please submit copy of recorded BLA L19-0038, so lot lines can be verified. 7. The new storm drainage CB shall have a vane grate; all CBs shall have a round "NO DUMPING*DRAINS TO RIVER" round marker attached. 8.Proposed storm drainage inside the City Right of Way shall be turned over to the City for ownership and maintenance. Turnover documents will be provided to the owner at a later date. 9. Since two sewer services are proposed on one sewer stub a Sanitary Sewer Easement and Sanitary Sewer Maintenance Agreement will be required. 10. A bond or other form of financial guarantee in the amount of 150% cost of right of way work together with copy of Insurance Certificate naming Tukwila as additional insured shall be submitted. 11. Contractor performing work inside the City right-of-way shall have a valid business license with City of Tukwila. 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. Sincerely, (2\i C1-Ltd C&O Kandace Nichols Permit Technician File No. D19-0193 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: D19-0193 DATE: 01/08/2020 PROJECT NAME: DOAK HOMES - LOT 1 SITE ADDRESS: 12206 49 AVE S Original Plan Submittal Revision # before Permit issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Building Division 3AS AF OM Public Works Fire Prevention Planning Division r Structural Permit Coordinhtor 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 01/09/2020 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 02/2Q/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: epartments issued corrections: Bldg 0 Fire Ping PW D Staff Initials: 12/18/2013 :-\PERMIT COORD COPY C: PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0193 DATE: 11/13/2019 PROJECT NAME: DOAK HOMES - LOT 1 SITE ADDRESS: 12206 49TH AVE S Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Ar.J 11 Building Division 14(7 itt Public Works Fire Prevention Structural T Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 11/14/19 Structural Review Required REVIEWER'S INITIALS: DATE: P APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 12/12/2019 Approved with Conditions E Denied (corrections entered in Reviews) (ie.. Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping 0 PW E] Staff Initials: 12/18/2013 OERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0193 DATE: 06/13/19 PROJECT NAME: DOAK HOMES LOT 1 SITE ADDRESS: 12206 49 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: kl Olt Building Division • .1\5 COW Public Works ).R Awc Fire Prevention Structural (61 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/18/19 Structural Review Required REVIEWER'S IN TIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues Approved with Conditions DUE DATE: 07/16/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: &z-of Departments issued corrections: Bldg Fire El Ping Ej PW Staff Initials: ) 12/18/2018 PROJECT NAME: SITE ADDRESS: 1 al/ -&r( te k� s r 1 PERMIT NO: big- 01 3 ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIA S ISSUED DATE STAFF INITIALS -a-?0 VU 'vim—((->0-a-o 4.✓ Summa of Revision: C. ' Received by: ja1•,i tZ ._- t , REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF ISSUED DATE STAFF INITIALS 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: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /— 6 Plan Check/Permit Number: 0/93 EJ Response to Incomplete Letter # 0 Response to Correction Letter # O Revision # before Permit is Issued CR—•- Revision # 1 after Permit is Issued • Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # Project Name: :)04-1:—. 7,7e2./0 4,© ?' Project Address: 12. 0 9'74 ve Contact Person: ,b4/2X-7/ s_)(5'41-A-2 , .5' Summary of Revision: Phone Number: ;?6'76' •••80 -Z6'• 63-87 Summary of revision. 1. Adjusted utilities on S122nd St to as built under the street. 2. Moved 4" footing drain to northwest CB. 3. Propose to add 6" Riser to same CB # DR 05646. 4. Remove proposed 6" sewer stub from Lot A to Lot B plan, found existing sewer stub on Lot B 5. Remove proposed 2 water main taps for water meters, because found existing 3/4" water meter boxes for Lot A and Lot B on site. RECEIVED 6. Changed proposed electrical and CB locations to simplify construction__ 7. Changed gas to a twin Lot A to Lot B. OF TUKWILA 8. Added phone and cable to the underground electrical JAN 0 8 2020 pnnagrr Sheet Number(s): , 1 6- "Cloud" or highlight all areas of revision inclwTing date o vision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on )4#i) /nit/ , W:\Permit Center (Rachelle)TorrnsTermit Center Documents (WordYilkevision Submittal Form.doc 1 City of Tukwila Department of Community Developmen 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: Nov / 2 - Oi Plan Check/Permit Number: D19-0193 • Response to Incomplete Letter # ED Response to Correction Letter # 1 O Revision # before Permit is Issued El Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # Project Name: Doak Homes 11- h P7' ae 206 Phone Number: 06 5-131 Project Address: RECEIVED CITY OF TUKWILA NOV 1 3 2019 PERMIT CENTER Contact Person: 4i/ 3, Summary of Revision: V a44 t, /of) s 4A , 9 cl , 6e z , /€4,02,-,f/ Erivy //flow,7 /4./er),,/ cv 2_, nioco ed t#,--.//v' e ec2 ,or ,-,r,,,iikk.r, 74y,) /0 ' vr4,4 ct, 3 c pli cod s-^cogi - t - E i 7 /-7 7eC4-1/7 Al c s r/t-Il io fr4o( S e4-IWe' e l'519 if z- 4,vte.," 5 / r, /9 N D,,, // /441 p e /7 •24 ;I 4/ es' 4° e , h 0 ers / o -iiff ) ,- iiM, A y e p t. / Ze, I' #../i` / ti'7 ?`' 1-li ig;A lehse n? /Pe pc4c, c4/4/ti7 p/R49i /;)id g (.4 #/uies /9re Sheet Number(s): "Cloud" or highlight all areas of revision including da ofrevision Received at the City of Tukwila Permit Center by: Et Entered in TRAKiT on 11 - W: \Permit Center (Rachelle)\Kandace - Revision Submittal Formdoc Revised: August 2015 / -1 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0179001587 Address: 12206 49TH AVE S Applicant: DOAK.HOMES - LOT 1 WATER METER INFORMATION Permit Number: D19-0193 Issue Date: 12/5/2019 Permit Expires On: 6/2/2020 DESCRIPTION OF WORK: CONSTRUCT A NEW 2342 SQUARE FOOT SINGLE FAMILY RESIDENCE WITH A 413 SQUARE FOOT ATTACHED GARAGE AND AN 84 SQUARE FOOT COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, SANITARY SIDE SEWER (INCLUDING WYE AND STUB FOR VACANT LOT 2), TWO NEW WATER SERVICE TAPS: 3/4" SERVICE LINE WITH 3/4" WM FOR LOT 1 AND 1" WATER SERVICE LINE WITH WM BOX ONLY FOR VACANT LOT 2, STORM DRAINAGE, LAND ALTERING, STORM DRAINAGE ON PRIVATE PROPERTY & IN THE RIGHT OF WAY, UG POWER CONDUIT, STREET USE, PAVEMENT RESTORATION. METER #1 METER #2 METER #3 Water Meter Size: .75" Water Meter Type: PERM Work Order Number: 21940128 Connection Charge: $60.00 $0.00 $0.00 Installation: $490.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: Cascade Water Alliance (RCFC): $625.00 $0.00 $0.00 $6,416.00 $0.00 $0.00 TOTAL WATER FEES: $7,041.00 Residential Sewer Use 'f-"' xtification Sewage Treatment Cap&dity Charge King County Department of Natural Resources and Parks Wastewater Treatment Division To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 90L-4 A -tic S, Property Street Address "fit kw/1/4 City Fgle/4 State ZIP 4aOwner's‘a4me kr—C74414 1/0/a- c),67-4 Ave 5; te_9( Owner's Mailing Address 6'4 el fgt.() City OA- q 81/1/ e State ZIP Owner's Phone Number (with Area Code) 206 37 2-- )N fe) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): xme Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Ni Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): [1] Duplex (0.8 RCE per unit) Lil 3-Piex (0.8 RCE per unit) LI 4-Piex (0.8 RCE per unit) Lul 5 or more (0.64 RCE per unit) No. of Units x 0.64 = E] Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? EiYes n No If yes, will this property have a Homeowner's Association? L:1YeslINo 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate Sewer District nEcEivEn CITY OF TUKWILA Date of Sewer Connection JUN 13 2019 Side Sewer Permit Number PERMIT CENTER Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ElYes 7 No Was structure on Sanitary Sewer? [11] Yes ONo Was Sewer connected before 2/1/90? El Yes CI No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? El Yes ON° 9 0193 Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understand that anhy)devia n m,y) resylt in a revised capacity charge. .4W Signature of Owner/Representative 0-'4( ./4//' 4i" 4 -.4_ ( e(,)4 Date ttutc.,/3 2.0/? Print Name of Owner/Representative -Al, rir( E-r -c, A- A / 1610_6969w_res_sewer_cap_ong_1057.1ndd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) , DOAKHOM-01 ELIZABET A`ORD CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DDNYYY) 9/10/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Griffin MacLean Inc 2340130th Ave NE Q150 Bellevue, WA 98005 &ACT PHONE FAX lac, No, ExtL425) 822.1358 (A/C, No):(425) 822-2737 tk8info griffinmaclean.com INSURES) AFFORDING COVERAGE NAIL B INSURER A :Developers Surety &Indemnity 12718 INSURED Doak Homes Inc 11812 - 26Th Ave Sw Burlen, WA 98146 INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : COVE RAGESS. CERTIFICATE NUMBER: REVISI THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE LTR AODLSUBR INSD. WVD POLICY NUMBER POUCY EFF IMMIDD/YYYY) POLICY EXP (MMIDD/YYYYI UMrrS A ( X COMMERCIAL GENERAL LEABIUTY EACH OCCURRENCE $ 1,000,000 CLAIMS -MADE [ X OCCUR X BIS00022982-05 8/26/2019 8/26/2020 MISEFZF7sNsenr.A1. 8 100,000 _PHA MED EXP (Any one person) ,j 5,000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L AGGREGATELIMIT APPLIES PER: GENERAL AGGREGATE $ 22,000,000X i POLICY J I ja l LOC PRODUCTS - COMP/OP AGG $ 2,000,000 _ ' OTHER: $ AUTOMOBILE UABIUTY COMBINED SINGLE LIMIT (Esa lent) $ ANY AUTO BODILY INJURY (Perperson) S — , OWNED I AUIRTEEOpoS ONLY _ _ SCHEDULED AUTOS BODILYBODILY INJURY (Per acddenl $ AUTOS ONLY L AUTOS ONLY _(Per'aacIRdenttAMAGE _; . UMBRELLA UAB OCCUR EACH OCCURRENCE $ _, IEXCESS UAB CLAIMS -MADE AGGREGATE $ DED I , RETENTION $P WORKERS COMPENSATION EMPLOYERS' LABILITY R AND Y / N ANY PROPRIETORIPARTNER/EXECUTIVE �' _STATUTE E.L. EACH ACCIDENT $ FICER/MEMBER EXCLUDED. (mandatory n NH) N / A EL. DISEASE - EA EMPLOYE $ It yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT RECE C#TY OF TUKWILA VED DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached N more apace Is required) NOV 1 3 2019 CORRECTION LTR# 1 ?ERRIIIT CENTER CERTIFICATE HOLDER City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2514 CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHOR)ZED REPRESENTATIVE ACORD 25 (2016/03) O 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD 1 G n 1 q THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY, BLANKET ADDITIONAL INSURED This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART A. Section 11 —Whm Is An Insured is amended to include as an additional insured any person or organization for whom you are performing operations when you and such person ovorganization have agreed in writing in o contract wragreement that such person or organization be added as an additional insured on your policy. Such person or organization is on additional insured only with respect to liability for "bodily injury", "property damage" or "personal and advertising injury"ooueedbv and to the extent of your negligence in the performance of your ongoing operations for the additional insured. A perewn`uororganization'n status as an additional insured under this endorsement ends when your operations for that additional insured are completed. B. With respect to the insurance afforded to these additional insureds, the following additional exclusions This insurance does not apply to: 1' "Bodily injury", "property or and advertising injury" arising out of the rendering of, or the failure to nander, any professional anch)bactuna|, engineering or surveying services, s. The preparing, approving, or failing to pnapmna or apprnve, nnapa. shop drawings, mpinions, reports, surveys, field orders, change orders or drawings and specifications; or b. Supervisory, inspection, architectural o,engineering activities. 2. "Bodily injury" or "property damage" occurring after: m.All work, including materials, parts or equipment furnished inconnection with such work, on the project(odherthansemine.mointenanoenrnepaina)tobeperhonnodbyorunbeholfofthe additional insured(s) at the location of the covered operations has been completed; or b. That portion of "your wmrk" out of which the injury or damage arises has been put to its intended use by any person or organization other than another contractor o, subcontractor engaged in performing operations for a principal as a part of the same project. 3. tomin connection with any additional insured or any location covered by a scheduled or blanket additional insured endorsement that iaapart ofthe policy. C. Primary and Non-contributory Insurance 'VVewill consider this insurance hobeprimary and non- contributory bo other insurance issued directly hoadditional insured peroon(o)oroqgmnizaton(n) to which this endorsement applies if each such additional insured is m named insured in such other insurance and a written contract between you and such person(s) or organization(s) apeo|OomUy requires that we consider this insurance to be primary and non-contributory.. V. Waiver of Spbrmgwton—Vve waive any right ofrecovery wemay have against the additional insured person(s) ororganization(s) twwhich this endorsement applies if each such additional insured is o named insured in such other insurance and e written contract between you and such person(s) or organization(s) specifically requires that wmwaive subrogation of payments we make for injury or damage arising out of"your work" done under contract with such person(s) oropgenizatipn(m) to which this endorsement applies. r 0 Some online services are currently unavailable. See a list of service outages. I .https://lni.wa.gov/agen _y/system-status) Labor & Industries (httpsidniiwa,qov2 act (1) rs DOAK HOMES INC Owner or tradesperson Principals DOAK, DARRYL E SR, PRESIDENT DOAK, ESTRELLA M, VICE PRESIDENT Doing business as DOAK HOMES INC WA UBI No. 601 329 337 11812 26TH AVE SW SEATTLE, WA 98146 206-246-6587 KING County Business type Corporation Governing persons ESTRELLA M DOAK DARRYL EUGENE DOAK SR; 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. DOAKHI*092NZ Effective — expiration 08/09/1991— 08/13/2021 Bond CBIC Bond account no. SC9910 $12,000.00 Received by L&I Effective date 08/01/2001 08/01/2001 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00022982-01 Received by L&I Effective date 08/07/2019 08/26/2015 Expiration date 08/26/2020 Insurance history Savings (in lieu of bond) $12,000.00 Received by L&I Effective date 07/07/2003 07/07/2003 Release date Impaired date N/A N/A S 1 % �J 1 N � �. 49TINI AVE } , T 1 11,101 r% n A ,.,WILA, WA �10 ; ` (, OWNER CONSULTANTS DOAK HOMES, INC ARCHITECT CIVIL ENGINEER 11812 26TH AVE. SW CATHY ANDERSON CIS ENGINEERING BURIEN, WA 98146 425.776.6766 OFFICE 250 4TH AVE S, SUITE 200 206.372.2280 425.239.4550 CELL EDMONDS, WA 98020 CONTACT: DARRYL DOAK 425.778.8500 FAX 778.5536 CONTACT: GREG GUILLEN, PE GENERAL NOTES GENERAL CONSTRUCTION NOTES 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. All SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE. UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS, FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION SPECIFICATIONS 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY's INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS A. ALL WORK IN ROADWAYS SHALL MEET TMC it AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PRE -APPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANYTIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. ` SECTION•NORTH,RANGE 4 EAST, am 1 LEGAL DESCRIPTION LOT "A" LOTS 1 AND 2, TOGETHER WITH THE NORTH 5.08 FEET OF LOT 3, BLOCK 8, ALLEN TOWN ADDITION TO CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON. BENCHMARK BENCH MARK: EXISTING CATCH BASIN AT NW PROPERTY CORNER (16.00) DATUM ELEVATION DATUM: ASSUMED (APPROX. NAVD 88, SCALED FROM COUNTY GIS) CAUTIONI CALL BEFORE YOU DIGI BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE- CALL _. UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1-500-424-5555 LOT AREA 6500 SQ.FT. ROOF AREA 1855 SQ.FT. DRIVE & WALK AREA 419 SQ.FT. TOTAL IMPERVIOUS AREA 2274 SQ.FT. TAX LOT NO. 0179001585 GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED. AND PERMANENT STABILIZATION IS ESTABLISHED. 5, FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVERALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9.. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT- -RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALLTHE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY.-• UTILITY NOTES 1. ALLTRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A V MINIMUM HORIZONTAL SEPARATION FROM OTHER43NDERGROUND'UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. SHEET INDEX Cl.l COVER SHEET & GENERAL NOTES C2.1 TEMPORARY EROSION CONTROL PLAN & DETAILS C3.1 GRADING & UTILITIES PLAN & DETAILS CONTRUCTION SEQUENCE 1. ATTEND PRE -CONSTRUCTION MEETING. 2. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR. 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE 6. INSTALL PERIMETER PROTECTION (SILT FENCE) 7. CONSTRUCT SEDIMENT PONDS AND TRAPS IF NECESSARY. 8. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 9. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 10. RELOCATE EROSION CONTROL MEASURES, OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDENCE WITH THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. 11. COVER ALL AREAS THAT W ILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD: FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 12. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. 13. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, PLASTIC SHEETING, OR EQUIVALENT. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. W.M. ` 5 VICINITY MAP NTS =PROJECT SITE SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical ❑ Plumbing ❑ Gas Piping rity of Tukwila LEGEND DESCRIPTION EXISTING PROPOSED s ABBREVIATIONS PROPERTY LINE - - - - ABN. ABANDONED '. BLDG 1 BUILDING BOW 'BOTTOM OF WALL E CENTERLINE CB CATCH BASIN j CMP ;CORRUGATED METAL PIPE CO_ CLEANOUT ----. CONIC CONCRETE CONST CONSTRUCTION ' MJ MECHANICAL OINT IMON MONUMENT NTS NOT TO SCALE OC ON CENTER PC POINT OF CURVATURE PI POINT OF INTERSECTION Ali PIV POST INDICATOR VALVE iR PROPERTY LINE i PT POINT OF TANGENCY ADJACENT PROPERTY LINE - - - - CENTERLINE - - CLEARING LIMITS - SEDIMENT BARRIER X X CONTOUR LINE- FENCE ---ice ---- ❑ ❑ p ------- --------- SANITARY SEWER LINE . - -* - - Ss - - -ss - ss ss- MANHOLE'} ® STORM DRAIN MAIN - - -SD- =- - - So - -So-so- CU YD CUBIC YARD '', DOUBLE DETECTOR CHECK DDCVA ;VALVE ASSEMBLY DIA DIAMETER'. DIP DUCTILE IRON PIPE EA 'EACH EJ EXPANSION JOINT ELEV iELEVATION PVC POINT OF VERTICAL CURVE POINT OF VERTICAL ! PVI ;INTERSECTION PVMT PAVEMENT PVT POINT OF VERTICAL TANG. : R', RADIUS REINFREINFORCEMENT RJiRESTRAINEDJOINT STORM DRAIN PIPE - - - - - --d ROOF DRAIN - -- .. - - - a - -- - n -- R R FOOTING DRAIN . - - - - - - . - - - F - F F PRESSURE LINE -- - - P - - F P CATCH BASIN (TYPE 1) _ ® CATCH BASIN (TYPE 2) '.. ;- CLEANOUT c EOP 1EDGE OF PAVEMENT EX I EXISTING ( FDC I FIRE DEPT. CONNECTION ! FFE FINISHED FLOOR ELEVATION :, RET RETAINING � RT i RIGHT SD STORM DRAIN 'ir SECT 1 SECTION CLEANOUT AND WYE O GRADE BREAK - - - - - - - - - - - SURFACE SWALE }--- - >---- >- )- DRAINAGE ARROW'' FH FIRE HYDRANT FL FLANGE SDMH I STORM DRAIN MANHOLE SIM I SIMILAR WATER LINE! - - 1VA- - - .,.-,- WA-w WATER METER ', El ® FT FEET/FOOT GV GATE VALVE ''. SQ I SQUARE iss�SANITARY SEWER FIRE HYDRANT FDC 1 )W HP 1 HIGH POINT HT HEIGHT j ID INSIDE DIAMETER IE INVERT ELEVATION L- iLENGTH/LINE SSMH SANITARY SEWER MANHOLE \ j STATION IS, ', STANDARD I STL ' STEEL TB THRUST BLOCK PIV ® GATE VALVE B Z TEE 11 T. 90°BEND 7F7 THRUST BLOCKING a e LF j LINEAL FOOT TOC 'OP OF CURB CAP ----------- LP LOW POINT LT 1 LEFT MAX MAXIMUM ! TOW TP OF WALL TOP - ELEVATION ! TYP 'IT :AL CONCRETE PAVEMENT - ASPHALT PAVEMENT CRUSHED SURFACING ROCKERY MECH I MECHANICAL MH MANHOLE - MIN MINIMUM VC VERTICAL CURVE W� WITH ! WM I WATER METER SPOT ELEVATION /- 2G.0 f 20.0 TELEPHONE LINE - - - T - - -- T - - - T -'i, T T becli rat'ict c - ttbtic�l :-RE-VI7= POWER LINE --- - - - - E- --E -. F e GAS LINE .---C---- G - - -C -! G G SIGN i nese pia City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these - drawings after this date will void this acceptance REVISIONS and will require a resubmittal of revised drawings for subsequent approval. No chases snail `c mane to the scope - of work wunou: o ,,oval or the Tukwila Build rig D:a,s,on- Final acceptance is subject to field inspection by NOTE: Rev sidns will require e new elan. the Public Works utilities inspector. submittal ana rav ncr, aIan review. Date: By: F APPROVED DEC 02 2019 City of Tuktiviia BUILDING DIVISION CORRECTION LTR*__1_.____ RECEIVED CITY OF D19mo, ,<,�„r�1� 3x; nr.�'1 E �x t , } �,PERMIT CENTER O C ENGINIMAING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 776-8500 FAX (425) 778-5536 FC' GUIZ, WA38f�. {> SIlk.� ONAL 11/11/19 Q Q Q mca w w a N Cc OC K W w W w o�.aa DESIGN: BTJ DRAWN: JCP CHECK: GAG JOB NO: 19116.20 DATE: 05/07/19 FILE COPY Pe"InItNo., Din-o!m-'3 Nan review approval is subject to errors an i orni sions. Approval of construction documents C- ,ic authorize the violation of any aoopled code inane Receipt of approved Fiela Copy ar cony; �� �n ages: By G! /t Date: /1 - 201!T - E3VILDRJc, t/? Q 00 0 00 J � � � Q g t/7 3:Z Q Z J Y N 0 (n F- SHEET: 0 Q V J LLJ LiJ p LJ Z 0 WW 0 UJ U 0 NE1 /4, SE 1 /4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. FILTER FABRIC MATERIAL 36" MIN WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. FILTER FABRIC 2"x2" BY 14 GA. WIRE MATERIAL FABRIC OR E UIVALENT 2"x2" BY 14 GA WIRE FABRIC OR EQUIV IF STANDARD STRENGTH FABRIC IS USED Z a z < i e ."{------•" ENE" MIN TRENCH - BACKFILL TRENCH WITH \ BURY BOTTOM OF FILTER � NATIVE SOIL OR 3/4" _ f ; ATERIAUN 6'x6" TRENCH ___ z WASHED ROCK n i IST C13 _ t � CR'tTF:'L5.D C= 6' MAX ( i _ IE (tL3"): 12,96 _ _ �. �. 6" TYP c — X X X�' X X X X X 2"x4" WOOD POSTALT: 2"x4" WOOD POSTS, STANDARD STEEL FENCE POSTS OR BETTER OR EQUAL ALTERNATE: STEEL FENCE POSTS i x INSTALL CATCH BASIN • I SILT FENCE NOTES INLET PROTECTION 4 INSTALL FILTER 2 FABRIC FENCE 1. THE FILTER FABRIC SHALL BE MIRAFI 70OX OR APPROVED EQUAL, AND SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 61NCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE SILT FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 18 INCHES). x i / I 3. A SHALLOW TRENCH SHALL BE EXCAVATED, ROUGHLY 61NCHES WIDE AND 61NCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POSTS TO ALLOW THE LOWER EDGE OF THE FILTER FABRIC TO BE'.SECU RED WITH GRAVEL. 4. WHEN FILTER FABRIC NOT AS STRONG AS MIRAN 70OX IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED o /1 SECURELY TO THE UPS LOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE MESH SHALL EXTEND INTO THE SHALLOW TRENCH A MINIMUM OF 41NCHES AND SHALL I . I NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. I`. 5. THE MIRAFI 70OX FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND AT LEAST 18 INCHES OF THE FABRIC u . I SHALL BE BURIED IN THE SHALLOW TRENCH. THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE AND SHALL NOT BE STAPLED TO TREES. ! I 6. WHEN EXTRA -STRENGTH FILTER FABRIC (MIRAFI 70OX OR EQUAL) AND FOUR (41) POST SPACING IS USED, THE WIRE \i MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO Cf3 THE POSTS WITH ALL OTHER PROVISIONS OF NOTE 5 APPLYING. r . ;• ! E ELE\+: 16.0 �' I 7. THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4" -1.5" WASHED ROCK. f` it xX 9"j: 13.67 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE .SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE i ,, I UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. THE NEWLY DISTURBED AREAS RESULTING FROM SILT FENCE REMOVAL SHALL BE IMMEDIATELY SEEDED AND MULCHED, OR OTHERWISE PERMANENTLY STABILIZED TO THE SATISFACTION OF THE CITY. 9. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED - — SD I- _) x LIMITS OF CLEARING I RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. AND GRADING 10. MAINTENANCE: ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED/REPLACED IMMEDIATELY. SEDIMENT MUST c I ( BE REMOVED WHEN THE SEDIMENT DEPTH IS 6 INCHES OR GREATER. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL I L I • I OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. I � i SJ�FP � O INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT GEOTEXTILE FABRIC UNDER QUARRY SPALLS (MARAFI 60OX OR EQUAL) I001 ti5 PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE NOTES: 1. INSTALLATION: THE AREA OF THE ENTRANCE BE SHOULD CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE QUARRY SPALLS SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 4" TO 8" QUARRY SPALLS PER WSDOT STD. SPECS. SEC. 9-13.6A 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 12" THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 100 FEET (UNLESS OTHERWISE APPROVE BY CIVIL INSPECTOR). 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE ROCK ENTRANCE, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. S. MAINTAINENCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2" STONE, AS CONDITIONS DEMAND; AND REPAIR AND/OR CLEAN OUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY BY SWEEPING. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. ! INSTALL CATCH BASIN I SILT FENCE -�1 ___STABILIZED CONSTRUCTION ENTRANCE c I ' INLET PROTECTION � SCALE: NTS V SCALE: NTS TEMPORARY crnl F• 1" _ in' ADAPTOR SKIRT TRIM TO WITHIN 3" - 5" OF GRATE SCALE: NTS These plans have been reviewed by the Public Works Department for conformance with current Cit3' standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawing for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: It W (aj -' JIS REVIEWED FOR CODE COMPLIANCE APPROVED DEC 02 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 13 2019 PERMIT CENTER eNGSIMERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 II/II/19 Q mCO CO w w tn ft. "I = W H F_ 1_ W W UJ W w w w o a a a ti ea'i Ln m 00 DESIGN: BTJ DRAWN: JCP CHECK: GAG JOB NO: 19116.20 DATE: 05/07/19 6 w a 00 rn F- 't 0 00 J ad O) V) Q 2 0oQ = Z J Y N < .- Y 0 C1 H SHEET: I I NE1 /4, SE 1 /4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. ROOF STORM DRAINAGE NOTES: SIDE SEWER NOTES: DOWNSPOUT TYPE GRADING QUANTITIES 1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEWAY 1. INSTALL A CLEAN -OUT WHERE THE SIDE SEWER ATTACHES TO THE TOTAL EXCAVATION {CUT} - 30 CU YDS TOTAL AREAS MUST BE COLLECTED IN A CATCH BASIN AND CONVEYED HOUSE PLUMBING. TO THE DRYWELL IN A 4" DIA. PVC TIGHTLINE. EMBANKMENT (FILL) - 30 CU YDS 2. SANITARY SEWER CLEANOUTS SHALL BE EXTENDED TO FINAL GRADE TOTAL 60 CU YDS 2. THE BUILDING FOOTING DRAIN SHALL BE DISCHARGED TO THE PER TUKWILA CONSTRUCTION STANDARDS DWG. SS-2. CATCH BASIN NEAR THE MIDDLE OF THE NORTH PROPERTY THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS LINE (OR EQUAL) 3. 10' HORIZONTAL SEPARATION, MEASURED EDGE TO PIPE EDGE, IS ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR REQUIRED BETWEEN SEWER AND WATER. BIDDING, PAYMENT, OR ESTIMATING PURPOSES. 3. THE FINAL GRADE ELEVATIONS SHOWN ON THIS PLAN MAY BE ADJUSTED AS NECESSARY TO REDUCE CUTS/FILLS AND/OR MAINTAIN 19/6 MIN/5% MAX SLOPES ON THE DRIVEWAY, - DRAINAGE TO CATCH BASINS. 4. INSTALL FILTER FABRIC OVER ALL CATCH BASIN OPENINGS DURING CONSTRUCTION, S. ALL PVC PIPE SHALL CONFORM TO ASTM D-3034-SDR35. 6. ALL CB'S SHALL HAVE A ROUND " NO DUMPING -DRAINS TO RIVER" MARKER ATTACHED. - EXIST CB GRATE: 15.0 \\ ( � IE (N 81: 12.95 _ _1 NOO'42'36_E 65' 17.5 I gLN Llg.,rs03� L pt L (9 -0038 / EXISTING CONTOUR ( I TYP �i! t 4" ROOF DRAIN 4 4" FOOTING DRAIN 1 CATCH BASIN - �DVERFLOW WITH STANDARD GRATE p _ _ -I( .I11 L 4"PVC@2%MIN ' FLOW - 4" PVC ELBOW 1/4" MESH SCREEN ON PIPE INLET INSTALL #4 REBAR x 24" AT CENTER OF DRYWELL FOR FUTURE LOCATION z � IE @ DRYWELL N O 13.90 .H 40 LF 4" LEACH BED TUBING (PERF PIPE) ON LEVEL GRADE 6" t- 10'x18' DRY WELL FILLED WITH 15'4' WASHED DRAIN ROCK FILTER FABRIC LINER ON SIDES AND TOP OF DRYWELL O GI EENGINeeRING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUI 12" MIN ABOVE SEASONAL WATER E TABLE OR RESTRICTIVE LAYER r' DRYWELL DETAIL 18' SAS J SCALE: NTS II/I/19 �••/ 4" DIA PERFORATED PVC PIPE WITH 6" OF 1" MINUS GRAVEL 8" MIN FROM WOOD. ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWINGS NON -WOVEN GEOTEXTILE FABRIC, SLOPE AT 0.5% MIN. TURN DOWN 9' 9' PERFORATIONS AS SHOWN } 2" COMPACTED DEPTH CLASS 17.0 ` jam' "B"ASPHALT CONCRETE 1' R F R F R F R F R F/� ( .""..►�' o t,� °�, Pip SUBGRADE COMPACTED �, �' � � TO 95% MAX DENSITY -.ilRTCB ao II=tl. �,-.i`r-'- ATE ELEV. 16LL E (EX 8"i: 13 67 I I I 'I 4E (NEW 4"): 14. I a ( t ( 14 LF- 4" PVC @ 0.5% MIN I 4" MIN COMPACTED I I NOTE: -` N I I DEPTH CRUSHED MATCH APRON SURFACING AND }% PROPOSED RESIDENCE SURFACING TOP COURSE SUBGRADE WITH EXISTING CITY STREET � \ I o I� F FEE: 18.48 4" FLEXIBLE FERNCO COUPLING so. GARAGE ENTRY: 17.12 4" PVC CLEANOUT EXTENDED TO i I b SDCO MAX I o FINISH GRADE - CATCH BASIN WHERE 0� IE: 14.36 w IE: 14.22 REQUIRED N los' DRIVEWAY APRON CROSS SECTION 1" POLY (NO PSI) m SCALE: NTS WATER LINE w z 17.0 COVERED SDCO MAX", ( NEW I a PORCH IE: 14.36 17.12 GRATEE ELEV: ELEV: 16.88 IE IN (4"E):14.26 a a d/a (W/ DOWN TURNED ELBOW) 1, a a 3 a ' , _ IE OUT (4"N): 14.06 N 10' x 18' x 4.4' DEEP IE OUT (6"W): 14.16 (OVERFLOW) t I GRAVEL DRYWELLtn INSTALL CB INLET PROTECTION _ AS NECESSARY �� - ;---------C2. -_ I `z ¢6 N a 8 LF _ 4" PVC 3"SERVICE �+ Y! CONDUIT II @ 2 0/ `I _ (1) 6N4" PVC REDUCERS 6N6" WYE g aN o 6" PVC TESTING TEE IE: 13.62 1•o%SANITARY SEWER EASEMENT & TYP ',a° _ MAINTENANCE AGREEMENT BY OWNER NEW CB W/ VANED GRAT 0 o _ - rtN E 2. GRATE - I o 55 STUB GAS AND MARK PVC GRATE ELEV:±FIELD SET (2)PROPOSED 3" CO 3 y WITH A STAKE IE(12"): 14.83' SEC CONDUITS 16.5 Ln 38 LF o D 17.0 3" SERVICE CONDUIT ff" r -16.95 ) STUB -OUT FOR SOUTH L07 �- ' -- -- SD �� _ SD SD SD SD---�-SD D SD SD� E SD St� r _o Z = - 100 LF 12" PVC @ 1.0% 17A6 UGU 1fi.65 ! '-"'--DISTRIBUTION HANDHOLE - 16.92 -- - ( D SEE SCL WORK ORDER / -- d-G APPROXIMATE PROPOSEL G G G G G G G G �a #�l 09609 FOR DETAIL ,�(bPdEK r-G G )o NEIGHBORSDRIVE.JAY g �}✓/ \. _k- _ z --- 16.80 6" --j PVC SIDE SEWERZj it 1p# -..-. • @ 2.0% STUB TO FtrriLt � N-7-r-- EXIST SEWER STUB - -� =s- 3/4" WATER METER I SOUTHNEI6 BOR &- _ ss _ - _ _ ss _- `�' EYdS:; CB ( - - (CONTRACTOR TO _. _ 'S - - - -SS - - - -S5 - - - - 5� - - A O _ _ _ _ _ _ ss ._ - - - - //J_ ss - - MARK W/STAKE r c .- -- '- - - - - VE��FY LOCATION J,EP{$AIT�c , t -ss- -`- f z-_Ea o j ss ) �ot�4§ 1sT wex ItSE - - - o Ili (EX 12 y: 13.33 (1 :;pi:) -- 16.5 _ _ ;, 17.1 t IUR. 'faf�liu t+ - --j ( IE (NEW 12 ):13.83 I - - ..i PP - - i o IE (NEW 6"): 13.43 - ,- ,--"- h _ ! INSTALL 30 LF "' 3/4" TYPE K COPPER '�'� WATER SERVICE. CONNECTION PER CITY fff\\\ OF TUKWILA STANDARDS N _ _� (BORE PIPE UNDER ROAD) - - - - - -- - -CP '- --OHP - --OHp OH° UNDERGROUND POWER TO EXISTING INSTALLNEW POWER POLE BY DIRECTIONAL BORE. CUT & PATCH EXISTING ASPHALT MAILBOX NEXT TO PER CITY OF TUKWILA STANDARDS EXISTING MAILBOXES SEE SCL WORK ORDER #1909609 FOR �1 NOTES AND DETAILS. EXIST SCL POLE #1354950 �I (APPROX 30 SQ FT) GRADING AND UTILITIES PLAN 1 SCALE: 1" = 10' 10 0 5 10 4" DOWNSPOUT TIGHTLINE TO gGRADEDE a CONVEYANCE SYSTEM @ 0.5% MIN. PLACE NEXT TO FOOTING_ _ DRAIN OR AS SHOWN ON=I ( 1GRADING & DRAINAGE PLAN( -III (CONTRACTOR MAY LOCATE ON EITHER SIDE OF FOOTING DRAIN) Ooo°o0OLINE OF MAX EXCAVATION.4IF SOIL IS OVEREXCAVATED,oO ° a. ° a REPLACE WITH LEAN MIXO CONCRETE FOOTING 1 ' 1 FOOTING AND ROOF DRAIN SECTION SCALE: NTS Flyl_H GRABE 'lam �L_0� C_ 3/4" $ 1" METERS � PN�4H UPAD 2` C E- v TO SERI'I<E E R 8 HEN NOTES: \ U a, 1-1l2" $ 2" METERSscA M'Arecre.RlALusT 1. FOR PARTS LIST REFER TO CHAPTER 7.1-TUKWILA A N•+' Nc vl a-s INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. © T 2. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN C) �rnPou'ro UNLESS OTHERWISE APPROVED BY THE ENGINEER. tw "rccE 3. ENGINEER SHALL PROVIDE PRESSURE AND FLOW CALCULATIONS t D wsa•. WHEN A SINGLE METER IS SERVING BOTH DOMESTIC SERVICE AND A FIRE SUPPRESSION SYSTEM. F1 4. NO METER EOXES IN SIDEWALKS AND DRIVEWAYS WHERE >�Gy«. rssaN rn cR POSSIBLE. WHERE METERS CANNOT BE PROTECTED FROM ( C TRAFFIC, A TRAFFIC RATED ENCLOSURE IS REQUIRED. METER ' BOXES IN PEDESTRIAN PATHS WITHIN THE RIGHT OF WAY ARE REQUIRED TO HAVE AN ADA COMPLIANT LID. • "t:R vrotaca,:L,. 6. METER BOX AND SETTER (IF APPLICABLE) SHALL BE SUPPLIED BY PERMITTEE. 6. METER SUPPLIED AND INSTALLED BY CITY OF TUKWILA UPON APPROVED PERMIT AND FINAL SERVICE INSPECTION. 7. POSITION SERVICE PIPING TO CENTER METER BELOW INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN SERVICE PIPING AND METER BOX TO ALLOW REPLACEMENT, TESTING, AND BYPASS OF METER. 8. BRASS FITTINGS SHALL BE LEAD FREE. 9. THE LID OF A METER BOX INSTALLED IN A PEDESTRIAN PATH SHALL HAVE A SKID RESISTANT LID PER ADA REQUIREMENTS. NOT To scALe METER %i l� Of 314",1", 1.112", & 2•' /Pt ._._ �L., 11 sxEET. WS-01 Tukwila - LAST REV LSroN. MW L 24t9 APPROYAU-_- planshave he o "' VIEWED FOR ZXTorks Department for conformance with current CITY OF TUKWILA STANDARD DETAIL city Stant! d�, iNC7 )tan,CITYIGFtTUKWI-LA ST MOTE SCALE: NTS =r==�A,I ns whi hi , r vL �t',.: L;E:;eNj:S a tons o adopted s Tn tar < ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. 20 Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By � -Nr RES RGT v MNPMAI 3"N,ACLT EYSIWG .tA ( LA'iS iBACKfROG!10 �PGiBH T2:CG IPACTED D=3TYJ EDGED- TRENCH / OR NnTLH EXISTING ]A11 MOTH f YH cR IS GREATER NATTY SU38ASE-/ HMA TRENCH RESTORATION PER $DGT 3C3.9(3),+x - PALcrIEYT BESTORAT ON VATCN EX 3ii.NG DEPiH SEALJOINT LMrtS, i'BACK FROM `�PGCP PAtcl,ENT tITO EDGE CPTRENCH EXCEPT l( BELOkSTRUCTEDPER EX STING PLCP I. NTHl3.OFJONTTH.EN LTSOOT GTnNOnRDSBE USE t'EPCXY COATED 7 REP.ACETOJONT +, `JDTH CO.N:L©Aft -� l YMIN 4NDTH { � t0'ht N. r EX-NG BASE NATNE SU3EASE -� ' IEnGTH PCCP TRENCH-sre•tnkus sACKPIu RESTORATION POR •BENCH IC TC PER,VSOOT9-039(3)1 ;a MATCH FwSr.NG ACP PAVEMENTRESTOPATION cOMPACTEDDEPTH SELL JOINT EOCCMITS.t BACKPROAt LNIH HMAi PG SBH 22 OPTRENCH EXCEPT /_.1ATCH EXISTING DEPTH . EXISTING HAIR �\ IF TH SOF JO `:T'D.EN BE CON'' TRUCUEDPER USE t•EPDXYCOhiEU l / flNiNwEDTMO T 1 MSCOT STANDARD 54S B 00TH DOWEL BAR IS MIN' r _ .2s aN. •• 2 ~'-EzsnrvG BASE 1 " � Ds•BAR NAT VE GU3B0.5E �� ' ` LENGTH � 50 M NU'a BACK ILL HMA OVER PLCP PER WSOFT 94883), TRENCH RESTORATION NOTES: 1. FOR TRENCHES LESS THAN 18' WIDE, USE 100% CDF FOR TRENCH BACKFILL. 2. FOR TRENCHES GREATER THAN 18" WIDE, ALL BACKFILL IN RIGHT-OF-WAY SHALL BE Ase MINUS CRUSHED ROCK (GSTC PER WSDOT 9-03.9(3)). 3. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. xor To xuE PAVEMENT RESTORATION Ckv Of ��;' snEET• RS-03 Tukwila A=rReNSQNAP�L�„ 0.PIROYAL: H. M-KANn )'1. DEC 02 2019 City of Tukwila BUILDING DIVISII Q Q CO m CO UJ Lei Ln K H H h a a a DESIGN: BTJ DRAWN: JCP CHECK: GAG JOB NO: 19116.20 DATE: 05/07/19 CITY OF TUKWILA NOV 13 2019 PERMIT CENTER W V Ld Q QQ ` X Q r 0) 00 Z O 00 0.) Q Z CL LJ G N V l 0 = c, Z Q J z w - � �G N Q J 0 o u�) F- i NE1 f 4, SE 1 /4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. ROOF STORM DRAINAGE NOTES: SIDE SEWER NOTES: DOWNSPOUT TY E I CATCH BASIN 1. STORM WATER RUNOFF FROM THE ROOF AND DRIVEWAY 1. INSTALL A CLEAN -OUT WHERE THE SIDE SEWER ATTACHES TO THE AREAS MUST BE COLLECTED IN A CATCH BASIN AND CONVEYED HOUSE PLUMBING. TO THE DRYWELL IN A 4" DIA. PVC TiGHTUNE. 2. SANITARY SEWER CLEANOUTS SHALL BE EXTENDED TO FINAL GRADE 2. THE BUILDING FOOTING DRAIN SHALL BE DISCHARGED TO THE PER TUKWILA CONSTRUCTION STANDARDS DWG. SS-2. CATCH BASIN NEAR THE MIDDLE OF THE NORTH PROPERTY LINE (OR EQUAL) 3. 10' HORIZONTAL SEPARATION, MEASURED EDGE TO PIPE EDGE, IS REQUIRED BETWEEN SEWER AND WATER. 3. THE FINAL GRADE ELEVATIONS SHOWN ON THIS PLAN MAY BE a ha ADJUSTED AS NECESSARY TO REDUCE CUTS/FILLS AND/OR w Lcparsm l ono n1• MAINTAIN 1%MiN/5%MAX SLOPES ON THE DRIVEWAY, r iv standards Ac _,, 07ce I,' s in; c't DRAINAGE TO CATCH BASINS. issions which do not. un irr c 'let 4. INSTALL FILTER FABRIC OVER ALL CATCH BASIN OPENINGS optcr' Standard"; or ordinanccs The r DURING CONSTRUCTION. thc adequacy of the design rests ( t a 4i n Additions, deletions or revision S. ALL PVC PIPE SHALL CONFORM TO ASTM D-3034-SDR35. a II 5s alter this date vrlll void this 2 la a:Id will require a resuomitta2 of revised 6. ALL DUMPING -DRAINS TO .. . i Rfor subsequent approval. IVER" MARKER ATTACHED. - u { + 11 I EXIST CB ;�inal acceptance is subject to, field in pc ', + GRATE: 15.0 v the Public Works utilities inspector. i IE IN 8" ):12.96 1 N00p42'36"E 65' _. Date: � BY- �if i , + 15.0 �/ 17.5 •• i Imo^ % Lot�L L 19 - 003e I L.oT E5 0� �vLA 119 - ©0 38 �) I I / EXISTING CONTOURit - i I 9, yf TYP II ! 4" ROOF DRAIN 4 4" FOOTING DRAIN kZ18) - ---- 2" COMPACTED DEPTH CLASS 17.0 % > REVISIONS "B" ASPHALT CONCRETE - i RF F F � , . - F � � ' NO c .,-iae soEll be 'i a'te to the scope I i I i . , !. i,, - / Df work wnnout p c a , roves of the Tukwlta Building u v slop. ". $ NOTE: Revisions will require a new Dian. `0 submittal and niav Inciude aedillonai plan review. /r`-T--rf� `D o y XISTCB i/ I , �f 't�, QR RATE ELEV:16 Lbo i i o E (EX 8"): 13.67 iE(NEW 4"):14. 1 T i " 4" MIN COMPACTED \ 6-4 R II i DEPTH CRUSHED }� PROPOSED RESIDENCE 1 i W SURFACING TOP COURSE It + I I / FFE• 18.48 A-. * _ L ( � ( 4" FLEXIBLE FERNCO COUPLING _ -So- - - 56 n GARAGE ENTRY:17.12 t 4" PVC CLEANOUT EXTENDED TO LN 1 ( n -� i g SDCO MAX 1 S FINISH GRADE CATCH BASIN WHERE r-f o I ii. Ij ; ,-,) IE:14.36 1 ' W IE:14.22 REQUIRED +:GAS STUB TO 4 i 10.5' ;, �, s - SOUIH.NELrAyBOR&. DRIVEWAY APRON CROSS SECTI( i^• �! ;- , , , %. 1" POLY (200 PSI) _ b] ` ARK W/ STAKE i I - Do •1`11Lei` is h§�@ 6eef4 ;viewed by ffie Public a 1 m WATER L(jJE- y� I I I Do NEWCBTYPEI Woks Department for conformance with current I p z 17.0 t' COVERED I p PORCH SDCO MAX v �( jt� GRATE ELEV:16.88 City standards. Acceptance is subject to errors and �7.12 1/( J IE IN (4"Q:14,11 omissions which do not authorize violations of II 3 d a• / "'' (W/DOWN TURNED ELBOW) adopted standards or ordinances. The responsibility o b „__ 3 a s a , IE OUT (4"N):14.06 i z for the adequacy of the design rests totally with the l0' x 28' x 4.4' DEfP IE OUT (6"W):14.16 (OVERFLOW) GRAVEIDRYWELL - e designer. Additions, deletions or revisions to these INSTALL CB INLET PROTECTION 2 _ _ AS NECESSARY /� drawings after this date will void this acceptance �18. y� - ( and will require a resubmittal of revised drawings Z for subsequent approval. t0 'v 8lF-4„PVC m6 w // 3" SERVICE Final acre tance is subject to field inspection b I �! n CONDUIT P j p y 1 t J @ 2.0% �e< the Public Works utilities inspector. TRIBUTION 19TE SCL WORK Date: By: EXIST 5EU ICONTRJ I I I I - ) 1D! s03 #1FLCgi9pR & ( 3i2 c7' VERIFY U K (; K4A'R•••���K`WISTAKE a R I1YP ' NEW CB W/ VANED GRATE GRATE ELEV: t FIELD SET (2) PROPOSED 3" 1 I 16.5 L y' n tF 6'pVC 7 3 _ I IE(12"):14.83' _ SEC CONDUITS p fi 38 I L z 42'35" i i y iL P OVERFLOW WITH STANDARD GRATE -=!I? IIF='II I(1=11i-Nil=Ili-1i_Ifl 4" PVC @ 2%MIN FLOW 4" PVC ELBOW 1 j 1/4" MESH SCREEN ON PIPE INLET Ct •0 250 t] EDMONDS, WASHINGTON98020 t ti�PHONE (425) 778-85DO t •iii�iiil4i�i�i � .. 6 ,, D.RYWELL DETAIL SCALE: NTS 4" DIA PERFORATED PVC PIPE WITH 6" OF 1" MINUS GRAVEL 8" MIN FROM WOOD. ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWINGS NON -WOVEN GEOTEXTILE FABRIC, SLOPE AT 0.5% MIN. TURN DOWN ! PERFORATIONS AS SHOWN i 91 I i NOTE: MATCH APRON SURFACING AND SUBGRADE WITH EXISTING CITY STREET SUBGRADE COMPACTED TO 95% MAX DENSITY SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical v❑ Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION - 5'cRL.IWM� PAVENENr RE3TORATpN MRRfi9]3'NMACL �• ExISTMGNM0.-�\ / twrt3. t'BkCK FROM �PG SBN-22 {C06ffi'ACTED DEPTH,, f E(]DAGEROFNDN) I WDRN4MKEWA CDGREAT ER N 1W SUMASE HMA TRENCH RESTORATION PER ]VSODT •t03 Pt9it+ PAVEMEWRESTOR.ATkIN NATCN E%ISi1NGDEPiH SEAL JOINT--t tiA0T3, 1. TACK FROM �PGCDWSTRM Mi5T0 EDGE OFTRENCN E%GEPi SEGONSTRUD]ED PER i. EKISTWGPCCP ` REPHCETOFJOMTTHEN N6OM STANDn(m G"S USE 1' EW KV DDATED �. ( Mn" �1 s wla. �... sMonTr]Do]vEt BAR as•irr+.J -/�y _-. _ -- --""'�-EzanuGBASE NATNESiIdBr _ LENcrH -- PCCP TRENCH ' RESTORATION ���RNSBAD�R,. FOR iRENCN{CSTC PER WBWTaO].01]0 + I i i I t�-".7 J - - -s0 _• 1 l _ --- SD S--*-SOnw--:ter 2� PVC @ 1.0% '~ G G G G - - `v S u'"�."_'SD �- SD --So--•--S LSTRIBUTION HANDHOLE _ - /j APPROXIMATE PROPOSED EE SCL WORK ORDER .NEIGHBORS DRIVEWAY , , .: r # 09609 FOR DETAIL 3 4WATER-METER EXI S£ ER STUB EXISTING >; _ . " { I - 1 EXIST CI3 I DR05646: - (CONTRACTOR O i _ i9TE--LEVSi _-SS-- 60- I EX 1244: 13.33 (TBM) 16.5 T . 9..T 17A IE (NEW 12"):13.83 L f "t �� 1 1 1 t IE (NEW 6")13.43 -Y - - - 'EXISTING 30 LF "' 3/4° TYPE K COPPER ? 1INSTALLNEW -6' 'WATER SERVICE. CONNECTION PER CITY, 3 o 6!MISER 290,11, £ OF TUKWILA STANDARDS " I NEW EXIST CB+ _ _ - _. __ - ..A- - WA- - - wA- - TE.ELE1i5 6-.6: - - WA- WA- - - WA- - - 't' - - `NA- - _ %VA- _ ._ Wh_ VdA_ _ _ W fi- _ _ yy� ate- v, NA .--N ' wA- ... --WA-Tt VJA___ 1.A__-NiA---WA-"--`NA---WA.-_WA---WA-- -1 I / 1 / I t I 0 OHP - -OHP - - - -OHP - _ _. -OHP - , I OHP - - OHP - - - -OHP - - -- -OHP UNDERGROUND POWER TO EXISTING r I �_.- _ _ - -oHp - - - - _ - INSTALLNEW / rrT I MAILBOX NEXT TO POWER POLE BY DIRECTIONAL BORE. H NS EXISTING MAILBOXES SEE SCL WORK NOTES p9RDER 90 609DETFOR EXIST SCL POLE #1354950 Underground phone and NTS i I - TV cables to both lots I ( GRADING AND UTILITIES PLAN Blum SCALE: 1" =10' - 10 0 5 10 20 PAVEMERrRWORATION WI]HNMA i:'. PC SbH.Ti SEA "NT t1MRS1••ACKFWM EDGE 0, TRENCH E%CE"1' MATGHEJ(1STiNGOEP' Ex,S GNMA ^--` IFVBMWSOF JORitm ( PCCP PAVEMERT]5tt RGPIA,ETOJOMT ///( liE fXKSSTRUOTEDPE' USETEMO COALED l ]'M81. W®TH VV5D0T STA]IDARD Si WOO W*ELSAR 1 5 4 -yJ 3T V.. _- --_ -'- �-EXISTINO BASE p p esenJl NATNE SteBABE --f • • tFNfTIM ti8' MMUS DACi0-6L HMA OVER PCCP omwsDsassu:i„ TRENCH RESTORATION NOTES: 1. FOR TRENCHES LESS THAN 10' WIDE, USE 100% CDF FOR TRENCH BACKFILL. 2. FOR TRENCHES GREATER THAN IV WIDE, ALL BACWLL IN RIGHT-OF-WAY SHALL BE %7 MINUS CRUSHED ROCK (CSTC PER WSOOT 9403.9(1W 3. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. MOrro86ALE City of PAVEMENT RESTORATION __-. Tukwila I'� Ta �PR Apmm-S - A➢lk0VA4 M.POYIMBUMI CITY OF TUKWILA STANDARD DETAIL SCALE: NTS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 07 2020 City of Tukwila BUILDING DIVISION FILEV Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the vioiatwn of any adopted code or ordinance Receipt of approved Field Copy and tllfi s i CN Wie ad: By. _ Date- Gtv i auiLr,IrJc DIVISION 4"DOWNSPOUTTIGHTLiNETO FINISHED GRADE a v CONVEYANCE SYSTEM @ 0.5% MIN. PLACE NEXT TO FOOTING DRAIN OR AS SHOWN ON GRADING & DRAINAGE PLAN c a. (CONTRACTOR MAY LOCATE ON EITHER SIDE OF FOOTING DRAIN) a0 0 0 O . OOO O 0 o a Oro D0. o Q. LINE OF MAX EXCAVATION. o O IF SOIL IS OVEREXCAVATED, OOO 00 o00 REPLACE WITH LEAN MIX O o CONCRETE FOOTING / 1 , FOOTING AND ROOF DRAIN SECTION 4 SCALE: NTS Q Q I_ DO Do DOm DO [ y In 5 H H H cc cc a 0- a DESIGN: BTJ DRAWN: JCP CHECK: GAG JOB NO: 19116.20 DATE: 05/07/19 H p EVIRDN-,N J E rosERmcE 0aj --- E)N�E VALt£ FDR W ` � � ].oDxva;Bv carrvn NOTES -'aA J I' INETALLATKBI I.Sf.K IRI . 1412" & 2" METERS RATIRIAL 1. FOR PARTS UST REFER TO CHAPTER 7.I-TUKWILA A I -- INFRASTRUCTURE DESIGN AM CONSTRUCTION STANDARDS. B TnRwPz]rtx mop 2 SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN U C Esa+aR»cwf c UNLESS OTHERWISE APPROVED BY THE ENGINEER. 3. ENGINEER SHALL PROVIDE PRESSURE AND FLOW CALCULATIONS 0 Nelmrmvcxavnm, WHEN A SINGLE METERIS SERVING BOTH DOMESTIC SERVICE AND E lERNCE]mE Q A FIRE SUPPRESSION SYSTEM. 4. NO METER BOXES 94 SIDEWALKS AND DRIVEWAYS WHERE D ]E.savpm,>arucn POSSIBLE. WHERE METERS CANNOT BE PROTECTED FROM coJFuwsASREw]�a TRAFFIC. A TRAFFIC RATED ENCLOSURE IS REQUIRED METER H '^`�'T"°aOP"''"°4tl" � � F'00 KkYF]](H@IE OME "]FD Vu ] BOXES IN PEDESTRIAN PATN9 WITHIN THE RIGHT OF WAY ARE cw+sa+cw•atPa] REQUIRED70 HAVE AN ADA COMPLIANT Up. 3 oRewPwTimOT00].IYNI. � ��„ 5. METER BOX AND SETTER (IF APPLICABLE) SHALL BE SUPPLIED BY PERMITIEE Q Q 5, METER SUPPLIED AND INSTALLED BY CITY OF TUKWILA UPON APPROVED PERMIT AND FINAL tU 00 1 T. POSITION SERVICE PIPING TO CENTER METER BELOW INSPECTION Up AND PROVIDE ICE INSPECTION.J a •... ADEQUATE CLEARANCE BETWEEN SERVICE PIPING AND METER BOX TO ALLOW REPLACEMENT, TESTING, AND BYPASS OF METER 0. BRASS FITTINGS SHALL BE. LEAD FREE. - +y 9. THE LID OF METER BOX INSTALLED IN APEDESTRLAN PATH SHALL HAVE A SKID W V) RESISTANT Up PER ADA REQUIREMENTS, wTmscaE M 0 V) METER = 0' Z 3W., . 4i' z City Of Tukwila t N y ■/<�� r! " APPRPMAIt KiCfBiEKAXR V_ Y_ CITY OF TUKWILA STAN DARD.OETAIL 0n to SCALE: NITS OF TUKWILA SHEET: REVIEVVEt3 FOR CODE COMPEIANgF, JAN 08 2020 APPROVED I}fI PERMIT CENTER DEC 021, RECEIVED CITY OF TUKWILA t-ih, ®c s. _ C3. 6. WOOD ENTERING GciNGRETE oR MASONRY SHALL L MM015TURE CONTROL T. 5TAIR5 AND,GUARDS LC IC71V l �V/ 1.+ /� G GENEpIRAL NOTE✓ HAVE V7 NET AIRSPACE AT TOP, SIDES AND END. 1, 5HOWERS SHALL HAVE A NON.A55ORBENT SURFACE 1 ' PROVIDE A STAIRWAY WIDTH OF 36" MINIMUM, R15ER - T. DOUBLE JOISTS UNDER PARALLEL BEARING - - TO A HEIGHT OF 6-0' ABOVE FLOOR, - HEIGHT OF T-3/4" MAXIMUM, MINIMUM TREAD LENGTH OF 10" GQDES " - - 1 CONTRACTOR SHALL VERIFY ALL EXISTING SITE PARTITIONS AND UNDER WINDOW CRIPPLES AT CANTILEVERED FLOOR. SECTIONS. 2. PROVIDE WATERPROOF BOARD OR GLASS MESH MORTAR UNITS BEHIND TILE AT SHOWER SURROUNDS. - TILE AND A 3WO- MAXIMUM VARIATION. A NOSING OFNOTLE55 - CONDITIONS FOR COMPLIANCE WITH PLANS AND 6. FiRESTOP AND DRAFTSTOP-.'f`O GUT OFF ALL 51-IOWER5 WITH A SITE -BUILT PAN SHALL BE FILLED AND THRN-S" OR MORE THAN 1-1T4" A REQUIRED ON STAIRWAYS WITH SOLID RISERS UNLE55 TREAD DEPTH 15 11" OR 2015 INTERNATIONAL RESIDENTIAL -AND.. - SPECIFICATION/. 511E CONDITIONS INCLUDE, SOIL, CONGEALED HORIZONTAL AND VERTICAL OPENINGS AT LEAK TESTED FOR 12 HOURS. PROVIDE MILDEW RESISTANT GREATER. STATE ,. � - E SEPARATE PERMIT .TOPOGRAPHY, REQUIRED SETBACKS AND IF APPLICABLE, _ GEILING AND FLOOR LEVELS, FLOOR TO ATTIC, AT 10' � � - CAULK AT ALL TILE ACCE550RIES. - - 2. HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE 2015 WP5HINGTON STATE ENERGY CO - E. REQUIRED FOR: - . THE DIMENSIONS OF EXISTING STRUCTURE5 AND THEIR COMPONENTS. THIS OFFICE INTERVALS HORIZONTAL BEHIND }HALL FURRING, AT TOP, BOTTOM - -' - H. BATH- SAFETY 51DE OF FLIGHTS WITH 4OR MORE RISERS. Mechanical. STRUCTURAL AND MECHANICAL - SHALL BE NOTIFIED PRIOR TO GONSTRUGTION OF • - AND SIDES OF STAIRS, WITH 2" NOMINAL LUMBER q, GLU-LAM BEAMS SHALL BEAR A.I.T.C. INSPECTION - 1. HINGED SHOWER DOORS SHALL OPEN OUTWARD AND 3. HANDRAILS SHALL BE PLACED 34" TO 3A OFF NOSING - AND BARGED i-772" MINIMUM OFF WALL WITH A 1-1/2" TO 2" LATERAL ANALYSIS : Ljd Electrical ❑ Plumbing - DISCREPANCIES, AMBIGUITIES OR Oh115510N5 IN THE,PLAN5. 2.. -WRITTEN DIMENSIONS TAKE PRECEDENCE.OVER STAMP AND SHALL BE "ARCHITECTURAL.APPEARANCE" - GRADE WHERE EXPOSED TO VIEW: ENCL05URES SHALL BE FULLY TEMPERED OR LAMINATED SAFETY GLASS, MINIMUM THIGKNE55 =-1/5" TEMPERED, U'4" DIAMETER, SMOOTH GRASP AND A NEVIEL OR RETURN 1- - 1/4" AT ENDS.. L 2015 INTERNATIONAL BUILDING CO ASCE -1-10 DIRECTIONAL P E- - GNU (S1iIhi Jn6 DRAWING SCALE; DETAILS TAKE PRECEDENCE OVER PLAN - - - LAMINATED. 4 PROVIDE &0" MINIMUM CLEAR HEADROOM ABOVE DA? MINFRS -7-10 5IMPLIFIEP(seisrri City of ukwila " AND ELEVATION.VEW5. E. METAL GONNEGTORS. 2. .FLOOR TILES AT SHOWER5 AND WET ARE4S.SHALL BE :2, , FLOOR, - STAIR NOSNG. " - - ,ASGE _ _ ,;." BUILDING DIVISION. 3. ALL WORKMANSHIP, MATERIALS AND INSTALLED - SHALL MEET OR EXCEED THE ACCEPT'ED.. 1 ALL METAL GONNEGTORS SHALL BE ' 51h(P50N'- OR AN - NL 3. PROVIDE SECURE BLOCKING FOR ALL, GRAB BARS -. 5. PROVIDE GUARDRAILS FOR AREAS 30" ABOVE GRADE DESIGN LOADS . PRODUCTS INDUSTRY. STANDARDS AND SHALL MEET OR EXCEED THE APPROVED EQUIVALENT;. PER PLAN, CAPABLE OF SUPPORTING A 300# IMPACT OR ADJACENT FLOORS, WITH A MINIMUM HEIGHT OF 36" - - - REQUIREMENTS OF 1.B:C.,, W.5.E.0:, N.T.S:,U.P.G:, 2. FRAME NAILING.SHALL COMPLLY WITH IRG R6O2.3(11or, LOAP- AND INTERMEDIATE BALUSTERS OR RAILS SPACED.50 THAT `" ROOF. 75 P5F DEAD LOAD 25 P5F LIVELCA7 " ,MINIMUM " N.E.S:, U.M.C; AND ALL APPLICABLE LOCAL CODES, WHICH- " (2).UNLE55 NOTED OTHERWISE_ON FRAMING PLANS OR SCHEDULE. ALL NAILS SHALL BE.GOMMON - - • - - A 4`' SPHERE CANNOT PASS THROUGH. b.. ENCLOSED USABLE SPACE UNDER STAIRS SHALL HAVEINIRE FLOOR:: : 10 P5F READ LOAD 40 PSF LIVE LOAD -. SHALL TAKE PRECEDENCE OVER NOTES, SPEGIFIGATIONS ,.5HEARWALL NAILS U.N.O. - - N.-.-TRUSSES ? 1/2" GWB,. FIRETAPED ON WALLS AND SOFFITS. -PROVIDE -30 P5F{SLEEPING RM): AND DRAWINGS, - E PROFESSIONAL SURVEY AGGOMPANIE/ lTi 5; USE GUT WA5HER5 AT BOLTED GONNEGTIDNS. .,. _ L PRE -FABRICATED TRUSSES SHALL BE DESIGNED BY A - AND - FIREBLOCKING IN CONGEALED, 5PACE5 BETWEEN STAIR ' ATTIGt- 70 P5F(N0.570RAGE) P5F(STORAGE) 4: -UNLESS A PLANS, THE.PLOT PLAN WA5 DRAWN FROM GENERAL SITE. - CONNECTORS EXPOSED TO t'NEATNER-.SHALLBE OR HAVE APPROVED COATING.. ROOFING--. WASHINGTON STATE LICENSED STRUCTURAL ENGINEER IN AGGORDANGE WITH THE -PLAN REGUIREMENT5... SUBMIT STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN 'STUDS ,ALGNG-AND IN LINE WITH RIIN OF STAIRS; IF THE .20 - DECK:-. ' 10 P5F DEAD LOAD 40 P5F LIVE LOAD A TAKE _ - -. LANDMARKS AND 15 NOT TO BE CONSTRUED SHALL THE CONTRACTOR SHAL.LTA "GALVANIZED SHALL BE FASTENED WITH OORRO5ION-RE515TANT :.:. - - COMPLETE SHOP DRAWINGS WITH ENGINEER'S SEAL FOR - : WALL UNDER THE STAIRS I5 UNFINISHED,- - -(, STAIRS: GUARD/HANDRAIL: 200# PT®'THE TOP OF PROFE551QNAL,SURVEY; - OJIRED ZONING FOR MAINTAINING. RE - FASTENERS. - ; APPROVAL PRIOR TO PASRIGATION, TRUSSES MUST BE OR BY A WHEN A WINDOW SILL IS LOCATED 224" ABOVE FINISHED - : .LOAD RAIL ULTIMATE DESIGN WIND SPEED: 110 MPHA55 NOMINAL- FULL RE5PON5151LITY OR SHALL, AT His DISCRETION, REQUEST THE 4. TREATED WOOD REQUIRES THE USE OF 5TAINLE55 5TL STAMPED BY AN APPROVED MANUFACTURER - WOOD . GRADE OR OTHER SURFACE.. THE WINDOW i/ TO BE -: WIND EXPOSURE CATEGORY: � B: SETBACKS - TO PROVIDE A PROFESSIONAL SURVEY TO 51MP50N ZMAX OR =, OR NOT -DIPPED. GALVANIZED QUALITY CONTROL AGENCY SUCH A5 WA5HINGTON -. PROVIDED WITH A WINDOW PALL PREVEN5TIOF! DEVICE - - . . '- R15K CATEGORY: it OWNER DETERMINE SETBACKS AND/OR OTHER ZONING -FASTENERS, CONNECTORS AND ANGHOR5. - TRUSS FABRICATORS COUNCIL. SHALL VERIFY EXACT SPANS PRIOR TO THAT COMPLY. WITH A5TM F 2090. - . - -: - "" METHOD: A5GE ?-70 M{NFRS " - RESTRICTIONS. . - 5.. THE CONTRACTOR SHALL SECURE ALL NECESSARY F. PLYWOOD AND DIAPHRAGM NAILING 2. CONTRACTOR FABRICATION. - "" HANGERS MUST BE USED ALL - U. .ENERGY NOTES PER 2015 WSEG TOf'OGRAPHIG'-FACTOR: -. .:KZt - 1.0 ' COMPONENTS and CLADDING: J6 P5F (min),, FERMI T5 AND IN5PEGTIONS AND SHALL NOTIFY THIS OFFICE, 1. ALL PLYWOOD FOR STRUCTURAL USES. SHALL 3:. APPROVED 1pT CONNECTIONS OF RAFTERS, JACKS, OR HIP TRUSSES TO A 1:. EXTERIOR JOINTS AROUND WINDOW AND DOOR INTERNAL PRESSURE GOEF: -PRIOR TO CONSTRUCTION, OF ANY REVISIONS OR ADDED CONFORM AND BEAR A GRADING STAMP OF THE - -MAIN GIRDER TRUSS. NON -BEARING PART7TION5 BELOW FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, : SEISMIC DESIGN CATEGORY:-.. .D: - REQUIREMENT5 REOUE5TED BY THE BUILDING OFFICIAL - AMERICAN PLYWOOD ASSOCIATION (AAA) AND NAIL PER TRUSSES SHALL BE SEPARATED FROM TRUSS WITH BETWEEN WALLS.AND ROOF, BETWEEN WALL PANELS; - SEISMIC IMPORTANCE FACTOR:' i.0 WITHIN HIS/HER JURISDICTION. - IRG 602.3.(1) OY {2).. - SIMPSON 5TC FASTENERS. - OPENINGS AT PENETRATIONS OF UTILITY SERVICES: - 51TE CLA55:- 6. THE CONTRACTOR SHALL VERIFY 51ZE AND LOCATION. 2. PROVIDE DIAPHRAGM SHEATHING AND NAILING A5 - 4: TRU55E5 SHALL BE 5RACED TO PREVENT ROTATION THROUGH VdALL5, ROOF AND FLOORS; AND OTHER SUCH. PROCEDURE USED: _ P5GE 1-10 SIMPLIFIED ' " OF ALL REQUIRED.OPENINGS IN FLOORS, INALL5 AMP ROOF FOLLOWS UNLE55 NOTED ON PLANS:. FLOOR SHEATHING- ANT? PROVIDE LATERAL: STABILITY AND INSTALLED IN - OPENING561 THE BUILDING. ENVELOPE, INCLUDING ACCESS-. "PANELS INTO UNHEATED 5PAGE5, 5HALL BE SEALED, - SHORT PERIOD ACCELERATION:.' 1:25• - - WITH PROP05ED MECHANICAL, PLUMBING AND ELECTRICAL. SHALL BE T8G 3/,, C-D-FjCF-APA PLYWOOD WITH EXT. ACCORDANCE WITH THE INDIVIDUAL TRUSS DESIGN CAULKED, WEATHER-STRIPPED LIMIT 1 SECOND ACGELERATON: - :40 " WORK. PREFABRICATED ITEMS TO. BE HANDLED AND GLVE, P.I., 32/ib, GLUE TO JOISTS AND NAIL WITH 10d a..6" - _PROVIDED BY THE MANUFACTURER. - GASKET"EP OR TO AIR SEISMIC FORGE RESISTING SYSTEM: A;15 ' - INSTALLED PER MANUFAGTURER5 RECOMMENDATIONS. O/0 EDGES, i0d a 10" O/G FIELD, _ LEAKAGE WEATHER-STRIP EXTERIOR DOORS AND DOORS RESPONSE MODIFICATION FACTOR-', ;6,5 THESE DRAWINGS ARE INSTRUMENTS OF SERVICE AND ROOF SHEATHING SHALL BE 15/32" G-D-INT-APA PLYINOOD - ADJOINING UNHEATED SPACES. EXTERIOR OPENINGS - BARE SHEAR: E THE PROPERTY OF THE ARCHITECT. PROTECTED .:. ARE WITH EXTERIOR GLUE, P.1.-24/0, NAIL 5d 6 6" "OTC EPGE5, 0. " . SKYLIGHT5 - EXP05W TO WEATHER 5HALL BE FLASHED IN. SUCH A SPECTRAL SPECTRAL RESPONSE AGGEL : 0.83 (short perlod) - COMMON LAW. STATUTORY AND OTHER RESERVED 8d 12" O/C FIELD 1NA L SHALL BE 't/16' OSB AND NAIL 1. "GLAZING SHALL BE INSULATED, FULLY TEMPERED, MANNER AS TO MAKE THEM WEATHERPROOF. ALL -AND 0.45 (1 second) .UNDER RIGHTS; INCLUDING COPYRIGHT, REPRODUCTION OR USE OF WITH ad NAILS AT 6" O,G: PANEL EDGES AND, 12" O.C. FIELD. LAMINATED GLASS WITH MIN..015" POLYVINYL BUTYRAL: - FLA5HING, COUNTER FLASHING COPING, WHEN OF. THESE SERVICE DOCUMENTS BEYOND THE SCOPE OF THIS G. - VENTILATION AND ACCESS INTER LAYER - MINIMUM 4" CURB, FLASHED AND COUNTER" METAL, SHALL BE NOT < 26 GA GO1RR0510N RESISTANT METAL. SOIL PROJECT IS PROHIBITED WITHOUT PERMISSION IN WRITING ORAWL 2. PROVIDE A SIDES. .: _ - FROM THE ARCHITECT - 1: VENTILATE SPACES AND OVERHANGING FLASHED AT TOP AND BOTTOM AND5TEP FLASH 2,` PROVIDE VAPOR BARRIERS AT WARM 51DE.IN WINTER- P5F OR A " - FLOORS WITH SCREENED OPENINGS NOT LESS THAN 1 5Q:- ..THE UNIT SHALL HAVE A CONDENSATION GUTTER AT THE OF INSULATED ASSEMBLIES, EXCEPT AT INSULATED INALL5 BEARING CAPACITY ASSUMED AT 1500 IN PLANS - - - FT:(NET FREE) FOR EACH 300 50. FT. OF UNDER FLOOR , - LOWER END. INSTALL PER MANUFACTURER'S INSTRUCTIONS; WITH W,P. YIALL BOARD AND AT5HOWER CEILINGS.., - SOILS REPORT BY A QUALIFIED SOILS ENGINEER.. " p h �^ }��G p r " - GENERAL G©I ` 5TRUCTION AREA. D151RIBUTE OPENINGS APPROXIMATELY EQUAL -. "FIN15H. AND FLARE WELL TO CEILING PER PLANS. - 3. PROv DE 6 MIL; BLACK, AND POLYETHYLENE GROUND EARTH PRE55URE ASSUMED AT 60 PGF EQUIVALENT FLUID ALONG THE LENGTH OF AT LEAST TWO OPPOSITE SIDES - - ... -, COVER AT CRAWL SPACES. OVERLAP 12" MINIMUM AND PRESSURE FOR BASEMENT. INALL5 AND 3O PGF FOR " - \ NOTE✓ - AND ONE OPENING SHALL BE WITHIN 3 FEET OF EVERY .. P. ' EMERGENCY. EGRE55. EXTEND TO FOUNDATION WALL CANTILEVER RETAINING WALL5. CORNER. ,COVER WITH 1/5" CORROSION RE5ISTANT WIRE- is -EVERY SLEEPING ROOM AND BASEMENT SHALL HAVE 4. INSULATE FLOORS, INALL5 AND ROOF PER PLAN TO - A. 51TE CONDITIONS AND 51TE WORK MESH AT CRAWL SPACE OPENINGS: ONE OPENABLE EMERGENCY ESCAPE AND RESCUE ACHIEVE PROPER PEN51TIES AND R-VALUE5 CONCRETE 1. IF SOIL CONDITIONS ENCOUNTERED UPON EXCAVATION 2; VENTILATE ATTIC SPACES WITH GR055 VENTILATION - OPENING. THE OPENING 5HALL HAVE A MAXIMUM SILL - 5. FACED INSULATION TO BE FAGS STAPLED. DIFFER FROM THE SOIL BEARING CAPACITY OUTLINED EQUAL TO 1/150TH OF THE ATTIC AREA(NET FREE); EXCEPT - HEIGHT OF 44" ABOVE THE FLOOR, A NET CLEAR OPENING 6. - INSULATE -HOT AIR DUCTS IN NON -HEATED SPACES TO ` STRENGTH OF CONCRETE SHALL BE fG= 2500 P51 MINIMUM UNDER 'DESIGN LOADS, OR IF EXCESSIVE GROUND WATER THE AREA MAY BE 1/300TH, PROVIDED AT LEAST 40%AND OF 5.T 5Q. PT:, A MINIMUM. CLEAR HEIGHT OF 24", A MINIMUM R-8. " . - _. "1. FOR GE 5L EXPOSED TO WEATHER EXCEPT 15 PRESENT, CONTACT.TH15 OFFICE NO MORE THAN 50% OF THE REQUIRED VENT AREA 15 CLEAR WIDTH OF 20" AND SHALL: BE OPERABLE FROM THE INSULATE 24" AT PERIMETER OF SLABS AT HEATED GARAGE FLOOR. SLABS. MINIMUM GOt+IPRE551VE 5TRENGT'H:, FLOOR BEFORE PROCEEDING. ALL FOOTINGS SHALL WITHIN 3' FT. OF EAVES WITH THE REMAINDER OF THE - INSIDE WITHOUT SPECIAL TOOLS OR KEYS. GRADE FLOOR ROOMS WITH R-10 RIGID. INSULATION. 2500 Pei AT 26 DAYS 5 1/2 SACK CEMENT PER GU/YD, EXTEND TO BELOW THE FR05T LINE REQUIRED VENT AREA IN THE EAVES. OPENINGS MAY HAVE A NET CLEAR MINIMUM OPENING OF 5 b. INSULATE HOT WATER PIPES TO R-4. MAX. 6 GAL. WATER PER 614 LB. SACK OF CEMENT. MAX AND SHALL BEAR ON UNDISTURBED, NATIVE SOIL: - 3; PROVIDE AN AGGE551BLE ATTIC ACCESS PANEL, 22" X SQ: FT. q. PROVIDE-2.5 GPM. FLOW RESTRICTORS AT 5HOYdER5.. 51-UMF 4, MAXIMUM AGGREGATE SIZE 1-1/2" - - 2. DO NOT BAGKFILL UNTIL WALLS HAVE BEEN 3O" MINIMUM WITH A CLEAR HEIGHT OF 30", INSULATE AND 10. WA'(ER HEATERS AND HEATING EQUIPMENT SHALL MEET STRENGTH OF CONCRETE SHALL BE 3000 P51 AT26 DAYS, ADEQUATELY BRACED OR HAVE BEEN DESIGNED TO RE515T -V THE -STRIP. - - - - - Q. SMOKE/GARBQN MONOXIDE ALARMS igb"1 NAEGA. 5 Y. SACK CEMENT PER GU/YP, FOR CONCRETE EXPOSED LATERAL EARTH PRESSURE. BAGKFILL MATERIAL 5HALL BE 4. PROVIDE 15" X 24" ACCESS THROUGH THE FLOOR OR 1, SMOKE ALARMS SHALL BE MOUNTED IN EACH SLEEPING 11. ELEGTRIG HW TANKS INNON-HEATEDSPAGF5 5HALL BE TO WEATHER, GARAGE FLOOR SLAB5 AND PORCHES AND'. GLEAN, PERMEABLE AND FREE OF ORGANIC MATERIALS.. 3. INSTALL 4" DIAM, PVC, PERFORATED PERIMETER 16" X 24" THROUGH THE WALL TO UNDER FLOOR AREAS.. ---- --�-'- '- ---- -------------- ROOM AND SHALL BE MOUNTED ON THE CEILING OR WALL PLACED ON A NON-GOMPRE551BLE SURFACE AND THE RETAINING INALL5 EXPOSED TO WEATHER. - EXTERIOR - DRAINS (A5 REQUIRED BY 511E CONDITIONS} IN 1 GU: FT. OF __- SAFETY GLAZING - - OUTSIDE EACH SEPARATE SLEEPING AREA IN THE GENERAL FLOOR INJlLATED TO R1Q.. WAI_KS.AND SLABS TO BE AIR ENTRAINED NOT LESS THAN ' DRAIN GRAVEL PER LINEAL FOOT, AND PROVIDE 1 1. TEMPERED SAFETY 6LA55 SHALL BE INSTALLED IN INGS WITH MORE VICINITY OF THE BEDROOMS. IN BASEMENT THAN ONE STORY OR WITH A BASEMENT ANtI/OR 12. HVAG EQUIPMENT SHALL BE 51ZEV TO A MINIMUM OF 700% ANII MAXIMUM OF 200% OF THE DESIGN LOAD (UNO). 5% NOR MORE. THAN '1%. -: - SEPARATE DOWNSPOUT AND SEALED SURFACEDRAINAGE- HAZARDOUS LOCATIONS, INCLUDING AREAS, THATARE HABITABLE ATTIC, A SMOKE. ALARM SHALL BE INSTALLED INSTALLING "CONTRACTOR SHALL PROVIDE SIZING AND REINFORCING STEED.' AND/OR RETENTION AS REQUIRED BY LOCAL CODES. 4. EXCAVATED SOIL TO BE STOCKPILED ON 517E U.N.O. W/ SUBJECT TO HUMAN IMPACT; GLAZING IN DOOR5, GLAZING _ WITHIN A 24" ARC OF CLOSED DOOR, GLAZED AREAS iq ON EACH STORY AND IN THE BASEMENT. IN SPLIT LEVEL. STRUCTURES, PROVIDE SMOKE ALARMS ON UPPER LEVEL, HEAT L053 GALC5:: -- 13, RECE55ED LIGHTING SHALL BE TYPE 1C OR NON 1G A5TI"1 A-615 GRAPE 40 - FILE 10' MAX. HOT AND 1/1 H TO,/ SLOPE. - - TO. FT. WHEN LE55 THAN 18" ABOVE FLOOR OR WALKING SURFACE AND GUARDS AND RAILINGS A5 DESCRIBED IN UNLE55 SLEEPING ROOMS ARE LOCATED ON THE LOWER INSIDE AIR -TIGHT ASSEMBLY (1/2' GINS BOX): B..- CONCRETE IRC R505.4: SAFETY GLAZING.15 REQUIRED TO BE LEVEL, THEN SMOKE. ALARMS ARE REOARED ON BOTH 14. EXTE RD WIND BAFFLE5 TO A POINT 12" VERTICALLY - FRAMING (.UMBER., PERMANENTLY MARKED PER IRG R3O6.1. LEVELS. ALL SMOKE ALARMS SHALL BE: AUDIBLE IN " " ABOVE THE TOP OF INSULATION. - - - (UNLE55.OTHERWISE NOTED ON PLAN) UNO 1. CENTER ALL PO5T FOO nNG5 UNLE55 NOTED AND - BEDROOMS. V. VENTILATION - PROVIDE V PLINTH5 AT 5LAB5 OR 5" PLINTH5 AT EXF05EP 1_ ELECTRICAL 2. SMOKE ALARMS SHALL BE DIRECT WIRED TO PLATES AND SILL - S HF#2 EARTH (6" IF POST 15 PRE55URE TREATED).: PROVIDE b" MIN. FROM SILL PLATES TO FINI5HED GRADE. DAMP-PROOF 1. ELECTRICAL CONTRACTOR SHALL EVALUATE AND BUILDING POWWIT ER IN NEW CONSTRUCTION WITHOUT A DISCONNECT SWITCH OTHER THAN FOR OVERCURRENT - A. 5OURCE SPECIFIC VENTILATION REQUIREMENTS 1. EXHAUST FAN REQUIREMENTS; BATHROOMS;- OR BTR (PT®., - GONG) - - STUDS FOUNDATION WALLS THAT RETAIN EARTH AND ENGL05E DETERMINE ADEGUAGY OF EXISTING AND PROPOSED - PROTECTIONANDMUST HAVE BATTERY BACK-UP. ALL LAUNDRIES AND POWDER ROOMS SHALL HAVE MINIMUM 50 HF"STUD GRADE" - .I015T5 AND RAFTERS HABITABLE SPACE. USE 2 COATS ASPHALTIC EMULSION TO ELECTRICAL SERVICE AND PROVIDE REC7JIRED CIRCUITS OTHERS MAY BE BATTERY OPERATED. - GFM pQ .25 W.G. KITCHENS. SHALL HAVE MINIMUM 100 GFM ® � POSTS AND HEADERS - HF>t2 OR "TJI" THE EXTERIOR OF THE WALL. - -AND AMPERAGE PER N.E,G., STATE AND LOCAL ENERGY- 5. INHEN MORE THAN ONE. ALARM 15 REQUIRED, THEY MUST •25 IN-6,- - - BEAMS DF#2 BEAMS CODES, AND MANUFACTURER'S SPECIFICATIONS FOR BE"INTERCONNECTED AND ONE ALARM WILL ACTIVATE ALL. 1 2• EXHAUST DUET REG2UIREMENT5: DUGT5 TO BE BEAMS (SIMPLE SPAN) 4�-2 /OR PARALLAM' C. REINFORCING PROPOSED PRODUCTS, APPLIANCES AND EQUIPMENT. 4. FOR NEN CONSTRUCTION A CARBON MONOXIDE ALARM INSULATED TO R-4 IN UNCONDITIONED SPACES, BE GLU-LAM BEAMS (OVERHANGING) 1. INSTALL REINFORCING PER A.0.1: STANDARD PRACTICE." SEPARATE PERMIT REG1VItRED• 5HALL BE INSTALLED OUTSIDE EACH SEPARATE SLEEPING - EG7UIPPEP Y9lH A BACK DRAFT DAMPER, TERMINATE 24F-V6 DECK J015T5 - - SPLICE CORNER AND CONTINUOUS BARS. WITH A MIN. OF 50. - AREA. - OUTSIDE TI-;E BUILDING ENVELOPE AND COMPLY WITH TABLE ... - - ,_: DECK BEAMS F.T. HF #2 - BAR DIAMETERS. MINIMUM BAR LONG COVER:: EXPOSURE J. MECHANICAL 5.5 VIAQ CODE: .. - ---.--,-.-_ -PT: DF #2 - TO WEATHER 2", TO EARTH 3", TO OTHER 1". 1. -- WARM AIR FURNACE OR GAS H.W. SHALL NOT BE - - R, 3. A PERMANENT CERTIFICATE SHALL BE PC25TED WITHIN - _ 2, EMBED ANCHOR BOLT5 A MINIMUM OF T' U.N,O., PLACE -INSTALLED UNDER STAIRS AND SHALL: HAVE PROPER ..SECURITY 1. PROVIDE SECURITY AT. ENlT2ANGE AND GARAGE S OF ELEG PANEL SY,iHE BUILDER:' IT SHALL LIST THE TYPE AND EFFICIENCY OF HEATING AND WATER HEATING -Mcity WITHIN 12" OF ENDS: FOOTINGS VENTS AND DIRECT OUTSIDE COMBUSTION AIR: 2. GAS APPLIANCES IN DOORS WITH A MINIMUM 1/3" THROW DEAD BOLT WITH EOUIP: IT MUST CONTAIN DUCT LEAKAGE RATES ANDAIR -ED _3. FORLOADS -NEW 5HALL NOTIMPOSE'UNDE5IGNED" GARAGE 5HALL BE ON A 15'.HIGH ". LOO 5 OPERABLE WITHOUT 5PEGIAL KNOWLEDGE, KEYS LF_AKAGE RESULTS IF BLOWER IDOQR TEST W1A5OR.EFFORT. ON NEW OR EXISTING BASEMENT OR. RETAINING PLATFORM. - G'�:iNPLfAN '-3.. AIR DUGT5 PENETRATING GARAGE TO HQUSE2, ,PROVIDE 065ERVATION PORT 0 54" 66" OFF FLOOR 4. DUGT5 5HALL BE LEAK TESTED IN ACCORDANCE WITHOVED- TUKWILA.D: :LUMBER AND FRAMING - SEPARATION SHALL BE 26 GAUGE MINIMUM OR 5HALL HAVE AT UNGLA7�D ENTRYDOORS. -�+ITYOF R5-33 USN6 MAX LEAKAGE RATES PER 504:70.3.i. -FRAMING. LUMBER: K.D: TO tq% MOI57URE CONTENT, PER 5TD; GRADING RULES PER W.G.L.LB. OR APPROVED DAMPERS. . - 4. DUCTING 5HALL MEET U.M.G. STANDARDS AMP 3,. .PROVIDE 5ECARITY FOR WINDOWS <1O FROM FINI5HED GRADE, - 5.BULi.NG ENVELOPE LEAKAGE CONTROL SHALL BE <5p r,'1GRADED 2 20�9 JUN 13 2019 W.W.P.A. AS APPLICABLE. GRADE AND SPECIES PER FRAMING PLANS, GENERAL NOTES ANP 'DESIGN LOAD SYSTEMS ARE TO BE BALANCED. CONTRACTOR SHALL PROVIDE MECHANICAL DUCTING DIAGRAMS/SHOP - AIR CHANG-5 PER HGUR WHENlESTED WITH BLOWER POOR:. TE`BT RESULTS SHALL BE RECOREDED ON THE'�%DRAWINGS, ABOVE GERTIFIGATE. 7" EQUIPMENT SIZING, HEAT L055 CALCULATIONS . S. .GARAGE SEPARATION - - "IS% �- ty tTCHART". PERM' `CEITER 2: SILL. PLATED, , POTS AND THER AND MANUFACTURER'S DATA ON EQUIPMENT EFFICIENCY FOR ARCHITECTS REVIEW " - - 1. .GARAGE/DIYELLING SEPARATION 5HALL GON515T OF GARAGE 51DE OF 6. A MtldPMUM OF OF ALL INTERIOR LUMINAAIRE5 ANDt1ICWIIB ALL OUTDOOR LUMINAIRES 5HALL BE HIGH EFFICACY. -"DIVISION.BEAMS oMOPECK AND ANY EXPOSED TO WEATHER AND ANY WOOD IN CONTACT WITH CONCRETE 5HALL BE PRESSURE TREATED WITH AN -- 5, - BATHROOMS, LAUNDRY ROOMS, KITCHENS AND SPA FIRETAPED 1/2" GWB, APPLIED TO THE ALL GARAGESURFAGE5 ADJOINING DWELLING/, LIVING, - - APPROVED PRESERVATIVE COLUMNS AND PGSTS SHALL ROOMS SHALL HAVE MECHANICAL EXHAUST N RIGID - ATTIC AND CRAWL SPACES. N. AUTOMATIC FIRE 5PRINKLER 5Y5TEM - - BE FRAMED TO TRUE END BEARING WITH ADEGOUATE DUCTING TO EXTERIOR, WITH A BAGKDRAFT DAMPER, , 2. GARAGE CEILING WITH LIVING SPACE ABOVE SHALL " A. A FULLY AUTOMATIC SPRINKLER 5Y5TEN DESIGNED, ANCHORS AT TOP AND BOTTOM TO AVOID UPLIFT AND CAPABLE OF 5 AIR CHANGES PER. HOUR. SEE ENERGY PAD USE 5/5" GINS TYPE "X". INSTALLED AND TESTED PER NFPA 13 SHALL BE INSTALLED D15PLACEMENT. PROVIDE LATERAL SUPPORT FOR BEAM51 - INDOOR AIR QUALITY NOTES FOR FAN VOLUME AND 50NE ' . 3. STRUCTURAL SUPPORTS FOR "DWELLING 5PACE5 E. AN APPROVED AUTOMATIC FIRE SPRINKLER SYSTEM RAO"ER5 AND JOISTS PROVIDE TEMPORARY BRACING AS RATING, SEPARATE PERMIT REWRED. -- SHALL ALSO BE WRAPPED; INCLUDING INALLS, POSTS, - SHALL BE 975TAI-LW IN ACCORDANCE WITH APPENDIX R REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND _ BEAMS AND 5OLI12 SANM JOISTS IF, SUPPORTING FLOOR (WAG 51-51-60105) AND APPENDIX 5 (WAG"51-51-60109) STIFFENERS ARE INSTALLED. - K. . PLUMBING ABOVE: 3. PROVIDE A MINIMUM JOIST BEARING OF i. 1/2" ON 1. PLUMBING CONTRACTOR SHALL 51ZE ALL LINES AND 4. AIR DUCTS PENETRATING THE SEPARATION SHALL BE - WOOD, 3" ON CONCRETE. VENTS PER U.P.G. -- - 26 GAUGE WITH NO REGISTER OUTLETS. , 4. MULTI 2X BUILT -VP BEAMS SHALL BE SPIKED - 2. - HOT WATER TANKS 5HALL BE 51ZEV BY INDUSTRY 5. DOORS.FROM GARAGE TO DWELLING 5HALL 5B _ _ _ . - REGISTERED -- - TOGETHER. UNLE55 NOTED, USE 10d NAILS ® 12" aC. STANDARDS FOR PROPOSED USE AND BE LABELED NAEGA 1-3/6" SOLID CORE, TIGHT FITTING WITH SELF GL051 / , CHITECT STAGGERED.. APPROVED. DEVICE. EVIS �-.. 5. 50LIP BLOCK W/ 2X O MIDPOINT OF STUDS OVER 10 - FEET, BELOW BEARING PARTITIONS PERPENDICULAR TO 3. FLOW RATES TO COMPLY WITH WAG 51-46 SECTION 402.0 TOILET5: 1.6 GPF(MAX), 5HOWERS:-2.5 GPM(MAX), _ _ �i��F� ERIN V. ANDERSON NO :a- II bF n' ,e (O CI12 STA�fE OF ASHINGTON JOISTS_ AND_RAFTERS 0 S__U_PPORTS_ LAVATORIES/FAUGET: 2.5 GPhf(MAX). Ot rn wnn t p: 1 :,o I Ot 3. PROVIDE SEI5MIC 5TRAPS AND PRE55URE RELIEF ?ukwif ulldmg D, 'I VALVES (PLUMBED TO OUTSIDE) AT HOT WATER TANKS - - - NOTE Rewsic c will e a new Dian DATE +1,11 5HEET SEPARATE PERMIT REQUIRED. submittal anCmar in01Ude additional Dlanreview. - - ----- -- -:...- Ioxf. 60U6 1t11. ------ --------- IIv-.I 1 Z 1 'J ( 0 WIxri4w-� I 00 ?1!(� �J)/Gil %7��1 GGilif pjlP� fz�v l (1u�Gq�FJvae'pVIA I ro* r< t r I r zx 4 � ter; e_oat'rl,�Hi Wes-+-- Y,11' 714 >-.4 J I I— lo -- — ---- __ J I u I �-IZ&WL. �T ------ I \ I I I I ( I (( *'ate (otir- Z,*c 41r-> v4I11,171N M(N I ,tj 1 FOUNIPATION PLAN 5 'ALE 1" = 4'-0" IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or comer of the building nearest the property line and not necessarily measured from the exterior foundation. ' tENHRANE OTU6 OUT I w1 >t IaD" lAY I9Npr4_ TiA' (IsonoNm 1. xrae�nws . 8" FOUND. at POR ad -ALE W4"•I'-0" Zx6 STUAS o ib' OaS. �— R-sl 6+ki'r IFtttA.: t Dd4" T4& PL11,100M t SUHrl"fE - - r . JOISTS 2.6 P.T: KV SILL 5J6" oW AWHOR HOLT - SEE ITCH 3.6GNal TG5 HLA.Y. 6 kA i SLAB i HEARWALL & HOLDOWN NOTES (U.N.O.) : 1) Simpson or equal. Locate at end of shearwail u.n.o. Install - - er manufacturer recommendations for foundation minimum end - !stance and embedment, deepen foundation as required. t) Construct cripple wall same as shearwall (SW) above, and able -end same as shearwall (SW) below. 3) Requires 3x or (2) 2x foundation sill plate t) Threaded rod and coupler as required. i) Common nails, UNO: 8d=0.131"x2/", 10d=0.148 x3 2d=0.148"x3'/+", 16d=0.162 x3/ 16d sinker=0.148 x3/ i) Install H1's on all trussestrafters A36s at 24'o/c on gables & m joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When pacified spacing is less than 24"olc, install A35's at roof solid Wing to SW top plate, and install HI or H2.5 on all usses/rafters.- LTP4, LTP5 or LS50 can be substituted for A35. ;onn. per Simpson Strong -Tie or equal. . 7) Minimum 3x or dbl-2x stud lama wl (2) 16d Q 6 o/c at - butting panel edges. 9) Anchor bolts shall be embedded at least 7" into concrete; iere shall be a minimum of two bolts per piece with one bolt rcated not more than IT'or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. 91 All sheathing must be Structural I sheathing U.N.O. HOLDOWN SCHEDULE Date: Job#: ,ZDoak MARK HOLDOWN/ STRAP' 1 FASTENERSTO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR "(1)(4) COMMENTS T-1 STHD14114RJ ,(30)-16d NIA 6162' REGISTERED //7/n, ARCHITECT /�N DERSON - STATE OF WASHINGTON REVIEWED FOR CODE COMPLIANCE APPROVED DEC 02 2019 City of Tukwila BUILDING DIVISION nECEIVE't) CITY OF TUKWILA JUN 13 2019 PERMIT CENTER DAMES-ANVERRSON RESIGN RC50EN71AL ARONlrM-TURE GA7HE2INE ANDERSON REGISTERED ARCMTEOT 330 Dayton St. #E, Edmonds, NSA -18020 (425 239-4550 TELEPHONE DATE 3HEEr l nI _t m' NEC 250.52 Grounding Electrodes d- r A concrete encased grounding electrode is y required in all new concrete footings. The electrode shall consist of at least 20 feet of ''/z" or larger - -9 reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located IL t horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall /�- near location of power panel.) FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and = provide an inspection report prepared and signed by the QGeotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection �^ -bi� L---,* AREA SUMMARY � Flo FIRST LAN SCALE 1" = 4`0" r-- A fully automatic Sprinkler System designed, installed and tested per NFPA shall be installed. FIRST FLOOR: 10_1q REVI WED FOR LIANCE fIECE�1fE€3, SECOND FLOOR: h263 ((�7" A PROVED CITY CF illitiblLA► TOTAL: 2342 JU%132019 DEC 02 2019 6,4RAOE: ; 413 ?rPiII PERMIT CENTER COVERED PORCH: I 84 City of Tukwila BUILDING DIVISION 6162 REGISTERED ZV - ,ARCHITECT ATHERINE V. ANDERSON STATE OF WASHINGTON JAME5-ANDER50N ii851GN DATE RT_-,jV'NPAL ARcHnr,TURE hf�C�1! I'j I N G r, Wr SHEET GATHERINE ANDEF..ON REGISTERED AROHITEOT 550 Dayton 5t- #6 Edmonds, INA 95020 (425 259-4550 TELEPHONE wz )-.1, (H--� II 1.1_I n 1 - co I�� iA Q — C a�� Nil _ - 1L L 1, L J - ._.�. ` _,JI v I Z+� L La 4�I nF z- uo-Y . CoNFLOOR FRAMING 3G4LE 1" = 4'-0" ny� 6162 REGISTERED nECEIVEn CITY OF TUKNVILA JUN 13 2019 PERMIT CENTER ��ITECT CATHERINE V. ANDERSON STATE OF WASHINGTON DATE BHHEFT `ri 2'• I,I l a ki-kd 404 el OT 10* a � a .� rx�1 �{ lei w ML �` lh Izl?7G U' OI•} K N L _ 42 O V it Izod � mall iRi�lori! + SWOND FLOORPLAN SCALE 1„ = 4'-0n A fully automatic sprinkler system designed, installed and tested per NFPA shall be installed. CITY OF i UMVILA JUN 13 2019 QERtlff CEt3TER 6162 F EGISTEREO DI�7tivl / r - tSTATE 5RCHITECTERSON—____JAME5-ANPMR50N VE51GN 12ATE WASHINGTON RE5/DENTWL ARGHlTEGTURE4 AIL 2� l Ot 1 t;, FL_ r l k� i sHEEf OATHERINE ANDER50N REGISTERED AROHn EOT 330 Dayton St. #e' Edmonds, M 48020 (A28 234-4550 TELEPHONE 0 4-1/4 1- 2105, ROOF FRAMINa- SCALE 1" = 4'-0" 0q, REVIEWED FOR CODE COMPLIANCE 6 APPROVED DEC 02 2019 City of Tukwila BUILDING DIVISION REOFIVED CITY GF*fUKW'ILA JUN 13 2019 PERMIT CENTER 62 OF W, LATERAL BRACINC, ONTINUOU5 LATERAL RACING,11' SPAN 15 ,REATFR THAN 16 FT 'ROVIVE ALL THREE ATERAL BRACES IF SPAN 15 GREATER 'HAN 24 FT RAGING ROOF SHFATHIN(S �6d NAILS a v, or, Ev(sEs 8d NAILS v 4" OC GABLE EDGES 5d NAILS v 12" 06 FIELD . IF TRUSS SPAN > 40 FT OR 2nd STORY. USE 10d MAILS TRv55 COMPRESSION WEB CONTINUOUS LATERAL BRACE(5) NAIL ( F ) 164 AT EACH YIE5 45 DEGREE DIAGONAL BRACE AT GABLE ENDS AND HIP MA5TER5 REPEAT AT 20 FT INTERVALS (NAIL TO OPPOSITE 51PE OF YqE5) BOTTOM CHORD AND CEILING GA5L.F- ENIP TRUSS 15KAVNG, PETAL NO SCALE RVI �— � I I m I Way bide, AjT1C, VENTILATION 5LIMMARY ATTIC AREA = 15'7q 5a FT X 144 = 1q8,5"76 5a INrHE5 r,>I\/IDEV BY 300 = 662 Sa INC-1-IF-5 REQUIRED EAVE \/F-NTIN6= (53) E3LOr-r,5 WITH q.ro NFA EA. = 51-T 5a IN () 12" X15" cSAI3LF END VENTS = qro 5a INCHE5 NET FREE (5) 50 5a IN NET FREE ROOF VENT5 TOTAL= 51'7+q6+250= 665 > 662 /`...,�� tD - JAMES-ANVERSON DESIGN VATF-5 FZ51MW71AL ARcHtrrcn#;g- 4-1-11 1216.� ��iws, I OATHERiNr: ANnEp--rN REGISTERED APCh41TFCT 530 Dayton 5t #c, Edmonds, WA qao20 WEST EL.fVATION In .III_ REVIEWED FOR CODE COMPLIANCE APPROVED DEC 02 2019 RECEIVEn CITY OF TUKWILA City of Tukwila BUILDING DIVISION JUN 13 2019 PERMIT CENTER 616 REGISTERED ?+RT CHITEC7 Q(J ATHERIN'E V. ANDERSON STATE OF WASHINGTON NORTH ELEVATION DATE Iq SHEET !A EA5T ELEVATION SOUTH ELEVATION SCALE V = 4'-O" REVIEWED FOR CODE COMPLIANCE'' APPROVED DEC o2 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF i K WILA JUN 13 2019 PERMIT CENTER 6162 REGISTERED 'HERIiiCHiTEGT SON WASHING (/ �r✓\ STATE OF TON JAMES-ANVERSON PESIGN DATE R4FZ1VyN 4t.. fiRGFlfTPGT1lRE -1- 5IMu,'�� E; ,� SHEET OATH INE ANDER5ON REGISTERED AROHITEOT 330 Dayton 5t. #6 Edmonds, NA 415020 (425 239-4550 TELEPHONE FIRST FLOOR 5HEARWALL LAYOUT Va"=1'-0" ' ,2 6w-'fit_ I S V SEGONV FLOOR SHEARlNALL LAYOUT 1/S"=V-O" SHEAKWALL & HULUUWN NU ES (U.N.U) : (1) Simpson or =. Locate at end of( SW) u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as sheanvall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2Y.", 10d=0.148"x3", 12d=0.148"x3'/.", 16d=0.162"x3'4", 16d sinker=0.148"x3VV. (6) Install Ht's on all trusses/rafters, A36s at 24"o)c on gables & rim joist (or solid btkg) to top plate (sill plate atfdn) u.n.o.; When specified spacing is less than 24"o/c, install A36s at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters, LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lama w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. 9) All sheathing must be Structural 1 sheathing U.N.O. HOLDOWN SCHEDULE Date: 411/2019 Job #: doak 2342 MARK HOLDOWN! STRAP • 1 FASTENERSTO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR'(1)(4) COMMENTS T-1 STHD14/14RJ (30) -16d sinkers N/A SHEARWALL SCHEDULE Dater 4r1/2019 - Job #: doak 2342 MARK '(2) SHEATHING -APPLY TO 2x HF STUDS @ 16"o!c U.N.O. BELOW'(9) SHEATHING EDGE NAILS'(5) - ALL EDGES BLOCKED (do not penetrate( past flush) BASE PLATE NAILS'(5) ROOF TO TOP PLATE, FLOORTO TOP PLATE &SILL PLATE -(6) SILL PLATE ANCHORS wJ 3" x 3" x 1/4" WASHERS'(8) SW-1 7/16" OSB 8d @:6" o/c (12" o/c field) 16d @ 9 " o/c A35 @ 24 ". o/c 5/8"Ox10" AB's @ 60 " o)c SW-2 7/16" OSB -(7) 8d @ 3" o% (12" c/o field) 16d @ 8 " o% A35 @ 22 " o/c 5/8" 0X10" AB's @ 48 " o/c GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION, DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS - REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. - CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL REVIEWED FOR CONFORM TO ASTM A-185 AND SHALL BE 6X6 - W1.4 X W1 A. LAP ONE FULL MESH AT SPLICES. CODE COMPLIANCE TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: APPROVED BEAMS AND POSTS (4X_AND GREATER);. DF-L#2 JOISTS / STUDS (2x,: HF#2 / STUD DEC d2 2019 _ GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) PSL BEAMS 2.0E - CltY Of TUICWIIa 2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "W WPA GRADING RULES FOR WESTERN LUMBER", BUILDING. LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL DIVISION CONNECTIONS PER IBC TABLE 2304.10.1. PLATE WASHERS TO BE 3" X 3" BY"W AND SHALL EXTEND TO WITHIN.1/2 INCH OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) WITH SHEATHING. ;ANSI/AF&PA SDPWS 2015 - 4.3.6.4.3 - ROOF DIAPHRAGM INSTALL MINIMUM 1/2" COX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED - EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT - REQUIRED. nECEIVED FLOOR DIAPHRAGM INSTALL MINIMUM 23132" T&G STURD-6FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL - CITY OI' MVILA SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C.; BLOCKING NOT REQUIRED. ' MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE THE CONTRACTOR JUN 13 2019 - SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. PERMIT CENTER - WIND DESIGN CRITERIA: - RISK CATEGORY: 11 ULTIMATE/NOMINAL DESIGN WIND SPEED: 110 MPH/ 85 MPH NOMINAL - WIND EXPOSURE: B INTERNAL PRESSURE COEF. +P .55 - -- -- -- -- - - - COMPONENTS & CLADDING: 16 PSF`(min) METHOD: ASCE 7-10, MWFRS ENVELOPE PROCEDURE OCCUPANCY CATEGORY: it JAME5-ANVER50N PE516N LATE KZf: 1.0 SEISiMiC DESIGN CRITERIA: RES7DEN724L ARGHtTEGiVRE _I PROCEDURE USED:SIMPLIFIED (ASCE 7-10,12.14.8) IMPORTANCE FACTOR, 1 676ZCAT -}'.`kj! RISK CATEGORY,11 REGISTERED R=6.5 OCCUPANCY CATEGORY: II Ss = 1.40 (CURRENT USGS) / CHITECT .? c' SITE CLASS, D S1 = 0.40 (CURRENT USGS) � SEISMIC DESIGN CAT., D SOS RI = 0.83 E V. V. ANDERSON SEISMIC FORCE RES. SYS, A.15 Sm = 0.43 STATE OF WASHINGTON IJ ('�'j-,.-.. ""I"`"' / SHVET DESIGN BASE SHEAR = 7i?? Cs = 0.13 GATHERME ANDE7250N REGISTERED ARCHITECT ROOF SNOW LOAD CRITERIA: 330 Dayton 5t. #b Edmonds, NA 58020 FLAT -ROOF SNOW LOAD= 25PSF - (42523a-asso TlEPHpNE SNOW EXPOSURE FACTOR= 1.0 - - 6MOU7I 0An WPnRTAMrF PACTnR= An -. .. - -Li Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 6 '� � •��"�e� `T�e��'�St``s r, 'T: �u ,� rfy}"..r.r � S'4�1�, t' �,,:#t ;rsy This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. in addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date -._)< c' •AlhGlhnate:Zones`.'- � Z R Value' U-Factor' Fenestration U-Factor" Tie 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'' nfa n/a Ceiling" 491 0.026 Wood Frame Wall"''" 21 int 0.056 Mass Wail R-Value' 21/21' 0.056 Floor 301 0.029 Below Grade Wall`'" 10/15/21 int+TB 0.042 Slab" R-Value & Depth 10, 2 ft n/a i aDie Kciuz. I. I ano t aos K4UL.l.o roomoies Incivaeu on Page L. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to ache the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestn area. Additions to existing building that are greater than 500 square feet of heated floor area but less than square feet. ❑✓ 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R72 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary nnfinn Da-Antinn rradiu<1 to Efficient Building Envelope l a 0.5 1b Efficient Building Envelope 1b 1.0 1 c Efficient Building Envelope 1 c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a I High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating Sc 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ❑ 0.5 El 2 1.0 El El El EI 0.5 El El 1.5 �'1200 kwh 0.0 3.50 Window, Skylight and Door Schedule Project Information Ref. Llfactor Exempt Swinging Door IN sq. ft. max.) f1 o Exempt Glazed Fenestration (15 sq. ft. max) � <r_' , Vertical Fenestration (Windows and doors) Component n f o f I l l fr,r is tp Ts ' a`a �S(tjlt c f r -S A ' r err r x s g:r r� M ""'Vi,It;.;... Contact Information Width Height Qt. Feet i o Feet i "n Area UA is ° is 20.0 .00 0.0 0.1D Width Height Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UAIArea Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet inch f,. d ,;•:�r,�Y���w s�h�'T, f�'`, xCcsv �:•; �.,% Ate, t;+:. �'. s`�' vM, Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UAIArea Total Sum of Fenestration Area and UA (for heating system sizing calculations) Area UA VENT TOFXTEFIOR "r 17.5 4.90 41.0 11.48 45.0 12.60 5GREENED 18.0 5.04 FRESH AIR INTAKE VENT MANUAL AIRFLOW 9.0 2.52 AD-JUSTMENT DAMPER 12.0 3.36 G= RETURN AIR 80.0 22.40 20.0 24.0 5.60 6.72 n„ < 24 FIR TIMER }KITH ELEGTRONIG .e-1 ON -OFF SWITCH 12.0 3.36 DAMPER 0.0 0.00 1 305.5 85.541 1,A5 FURNACE J SUPPLY AIR Q 0.28 COMBUSTION , FURNACE AIR - --- V INSULATED SUPPLY DUGT5 R-✓3 J- Area UA 16.0 8.00 0.0 0.0 000 0..00 FURNACE INTE6RPTED WHOLE HOUSE VENTILATION SYSTEM 0.0 0.00 0.0 0.00 0.0 0.00 MI507.3.5.1 Integrated whole -house ventilation systems. Integrated whole -house ventilation systems 16.0 8.00 shall provide outdoor air at the rate calculated using 0.50 Section M1507.3.3. Integrated forced -air ventilation 341.5 97.54 systems shall distribute outdoor air to each habitable space through the forced -air system ducts. Integrated forced -air ventilation systems shall have an outdoor air inlet duct connecting a terminal element on the outside. of the building to the return air plenum of the forced - air system, at a point within 4 feet (1219.2 Turn) upstream of the air handler. The outdoor air inlet duct connection to the return air stream shall be located upstream of the forced -air system blower and shall not be connected directly into a furnace cabinet to prevent thermal shock to the heat exchanger. The system shall be equipped with a motorized damper connected to the automatic ventilation control as specified in Section M1507.3.2, Item 5. The required flow rate shall be ver- ified by field testing with a flow hood or a flow mea- suring station. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 02 2019 City of Tukwila BUILDING DIVISION nEGEIVED ;nL CITY Vr. 'iul.4ALA 6t, 6tR REGISTERED JUN y rT 2019E IN ARCHITECT PERMIT CENTER STATE OF WA�TO N JhME5-t41VDER50N L?ESIGN RESIDENTIAL ARCHr7EC7VXff r��J G =z t1;7-*& '.. CATHERNE AND N REGISTERED ARCHITECT 330 Dayton St..6 Edmonds, WA g5020 t\ (425 23g-4550 TELEPHONE / DATE +I- IJ SHEET STAIR -SF-rTl0N PF-TAIL- V-0" Umbwov vet ll. If LA e 41 �,�SECTIDN A\N1 *-trwo � ( A �4�4 ee, C5 ArWvvop k�AOJ;A' ILII4 PJAI �D 11 29 4'Wla Hc*v. mt;2 L W11 I o Fl,rl F,? I Co j FWAIL. 10aJW'ot, Af, 6' a z"I ^tr— J "Itv '97- -ON11�2 0c, zx-.�' lk/ 10"j A" be, - tf ild I, -r*4 REINFORCEMENT SCHEDULE HEIGHT IN FEET VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT 2' NONE REQ'D 'Z- #4 TOP BAR 2'T 0 < 4' #4 @ 24' O.C, #4 @ 24' O.C. 4' TO < 6'1 #4 e 18' O,C. #4 @ 18' O.C. 6' TO < 8' 1 #4, @ 16' O,C, f#4 @ 10' OL. > 81 IENGINEER'S DESIGN REQ'D 11 195 0-1 J V o I ib (Ar< pp�" 6162 GISFERED ARCHITECT E I nECFIVEn TYPICAL ^ALL SECTION DER CITY OFITUMILA nloScale p,. STATE OF WASHINGTON REVIEWED T6R--- JUN 13 2019 CODE COMPLIANCE APPROUr-D IP PERMIT CENTER JAMES-ANERSON DESIGN 4DATE IRF-9/05M4L ARICHUrzC7URZ DEC o2 2019 it'J6' City Offukwila BUILDING DIVISION CATHERINE ANCIEP-WN P15615TERED ARCHITECT 550 Dayton st, -& Edmonds, NA 45020 -F 0 f �t I a II W�W IV& F 0 L kon vr 104 fL= j2p IL tl v 4M REVIEWED FOR CODE COMPLIANCE APPROVED DEC 02 2019 City of Tukwila BUILDING DIVISION nECEIVEn CITY OF TUKWILA JUN 13 61621, REGISTERED RCHITECT 2019 PERMIT CENTER ATHE-INE V. ANDERSON . STATE OF WA=SHIINGT.N STATEOF 11� PATE SHEET