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Permit D19-0170 - GILL RESIDENCE - NEW SINGLE FAMILY RESIDENCE
GILL RESIDENCE 14120 57TH AVE S FINALED 09/07/2022 019-0170 Parcel No: Address: City of Tukwila Department of Community Development G3UOSouthcenterBoulevard, Suite #1O0 Tukwila, Washington 9O1QA Phune:2oG-431-3G70 Inspection Request Line: 2¢6-438'9350 Web site: http://www.TukwilaWA.Rov COMBOSIFIR PERMIT 3365900765 Permit Number: D19-0170 Project Name: GILL RESIDENCE Issue Date: 11/19/20I9 Permit Expires On: 5/17/2020 Owner: Name: Contact Person: Address: Contractor, Address: License No: Lender: man*e; GILL 8K4RATDALS|NGH SlN1KATDALG|ILL AFFIDAVIT - SIMRATDAL GILL ''' S|K8ARATPALS|NGHGILL Phone: Expiration Date: DESCRIPTION OF WORK: O}NSTR[UCTANEW 48]08JFTSINGLE FAMILY RESIDENCE WITH A487S{}FTATTACHED GARAGE AND 138SQ FT COVERED PATIO EXPIRED APPLICATION D1D-0217 Project Valuation: $698,6E1/4 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $16,084.35 Occupancy per IBC: 0022 Water District: TUKVV|LA Sewer District: TUKVY|LA Current Codes adopted by the City of Tukwila: International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 ZOlS 2015 2015 National Electrical Code: VYACities Electrical Code: VVACZ96~46B: Code: ublic Works Activities: Channe|ization/S hping: CurbCut/Access/Sidewz|k: 1 Fire Loop Hydrant: Flood Control Zone: Hau|inQ/Overdzeioad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: l Water Main Extension: Water Meter: Yes Dormit r'antnr A"thnri7otj Si nature: 0, Volumes: Cut: SUU Fill: 141 Number: l 1 Date}/ ' / � |hearbycertify that I have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. | am authorized to sign and obtain this development permit and agree 0othe 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 or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT [OND[OONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site cfwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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 Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure isinaddition to any requirements for special inspection. 8: All wood to remain in placed concrete shall betreated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acnpy can beobtained atCity Hall inthe office ofthe City Clerk. C 0 II: Every occupied space other thanenclosed parking garages and buildings used for repair ufautomobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall beatpoints within the upper one-third and lower one-third uf the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping, 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (2O6-431'3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall beremoved from place nfdeposit before concrete is placed unless atmmieis tubeused orunless otherwise permitted bythe building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 16: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation ofany ofthe provisions of the building code n,ofany other ordinances nfthe City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City o[Tukwila shall not bevalid. 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, 17: ***MECHANICAL PERMIT CONDITIONS' lQ: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZD6/431'367O). 19: 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. 28: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 21: 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. ZZ: 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 ionot less than I8inches above the floor surface onwhich the equipment nrappliance rests. 23: ~**PLUM8|NG/GASPIPING PERMIT [OND|T|ONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. ZS: All permits, inspection records and applicable plans shall bemaintained ct the job and available tnthe plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code, 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved, 28: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code, Tests shall beconducted inthe presence ufthe Plumbing inspector. |tshall bethe duty uf the holder o/the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 29: 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 tuminimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 188au8e. 31: Piping through concrete ormasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete o/masonry, 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls nr partitions shall be protected inaccordance with the requirements of the building code. F . 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenche shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfili, frozen earth, or construction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other 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 of Washington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 40: 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 be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 41: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 42: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: Proposal for tree removal and replacement meets requirements of Tukwila Municipal Code, however a Tree Application Permit will need to be applied for before development permit is issued. An additional plan set is not required for Tree Application Permit. 46: ***PUBLIC WORKS PERMIT CONDITIONS*** 47: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (206) 438-9350. 48: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 49: 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 5:00 p.m. and weekends. 50: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 51: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 52: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. S3: Any material spilled onto any street shall becleaned upimmediately. 54: Temporary erosion control measures shall beimplemented as the first order ofbusiness toprevent sedimentation off -site orinto existing drainage facilities. S6: 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. 56: The Land Altering Permit Fee {sbased upon anestimated cubic yards ofcut and cubic yards of 8U. nthe final quantity exceeds this amount, the developer shall berequired torecalculate the final quantity and pay the difference |npermit fee prior tothe Final Inspection. 57: From October 1through April 3D,cover any slopes and stockpiles that are 3H:1Vorsteeper and have a vertical rise of10feet ormore and will beunworkedfor greater than IZhours, During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bestockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 68: From May I through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall bepermanently stabilized prior tofinal construction approval. 59: 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. 60: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City ofTukwila as additionally insured). 61: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 62: Flagging, signing and coning shall beinaccordance with yNUT[Dfor Traffic Control, Contractor shall provide certified flagmen for traffic control. Sweep nrotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUnwed). Notify Public Works Inspector before 12:0O Noon on Friday preceding any weekend work. 63: Any material spilled onto any street shall becleaned upimmediately. 64: Geotechnical Engineer/Soils Engineer shall be retained to provide part time field review during construction to assure that the site preparation, trench backfilling and storm drainage construction is performed in accordance with Cobalt Associates geutechrepmrt. 70: Prior tnfinal Public Works sign -off the GeotechEngineer orthe civil engineer ofrecord shall provide aletter that the project was constructed inaccordance with the geotechreport. 65: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing tothe Public Works Inspector that a 3/4'inchwater meter and service line meets domestic water and fire flow requirements. if domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required, Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM, Coordinate with Public Works Project Inspector. 66: 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 67: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation, Location ofmai|box(es) installation shall becoordinate with Public works. 68: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out tnthe City ofTukwila for possible property damages caused byacdvitas. 69: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City ofTukwila as additionally insured). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2O6)43B-9350 I700 BU|LD|NGF|NAL~* 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDVV 0610 ENERGY EFF[ERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 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 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHAN►CAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 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: 3365900765 Address: 14120 57TH AVE S Applicant: GILL RESIDENCE WATER METER INFORMATION Permit Number: D19-0170 Issue Date: 11/19/2019 Permit Expires On: 5/17/2020 DESCRIPTION OF WORK: CONSTRCUCT A NEW 4830 SQ FT SINGLE FAMILY RESIDENCE WITH A 487 SQ FT ATTACHED GARAGE AND 138 SQ FT COVERED PATIO EXPIRED APPLICATION D18-0217 METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21940126 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $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: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $0.00 $0.00 $0.00 TOTAL WATER FEES: $1,125.00 1116'4 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TukwilaWAgov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: (For office use only) lq- 000 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 Address: 11 PROPERTY OWNER Name: • . S AIM Address: /5-03 26+1' lAA1', &cutk. City: aeft) C State: Loft Zip: c I if 24 CONTACT PERSON — person receiving all project communication Name: 1 0197a_ tea 1 4 / i Address: 1 5? i 3 ...? eft- City: State: &DA ZiP:q pyr ,se-aftoke Phone: .._70 ,9? )1 Fax: Email: Loqi`41')I 23 0 6/1-eird,cor GENERAI, CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 122.-2710 r.--)qp DI/pv-7 wA- mots ARCHITECT OF RECORD Company Name: okaT711/4.)ktracx.t. 60 61 Architect Name: pkkirrir__ tirizt_Atti____ Address: s3c(s --c5—. kt )0. A 4-4-21.10 City: p...a/tainka. State: wk Zipytor.../ Phone: (206 i,.m_dis2c-F6c: Emaih c7;LC ENGINEER OF RECORD Company Name: g -EIleittAr.2---&_•e-ip_k?..AL67 i4 Engineer Name: ,40--erk mikvikvs—az) Address:/b /.2_,A IR) 1 City: 1.4w:fp: jaryizz., State: Zip: 9 isir Phony. . . ,, 7: Emad:rmemotlAtakm a AA --zi ,unA--.. LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 1:).1 rivtat_ ?ak g cio Address: 16‘11 `) Citn LN City: t-i State: eaArit.C_ t-ii A Zip:lgo HAApplicationskrorms-Applications On Linn\ 2011 Applications \Combination Permit Application Rbvised 8-9-11.docx Rcvisrat August 2011 bh Page 1 of 4 [-PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 4101 V71.10 Scope of work (please provide detailed information): :an — 6ta2-kc-tv-- At L.) At f DETAILED BUILDING INFORAMTION PROJECT FLOOR AREAS , . PROPOSED SQUARE FOOTAGE Basement I m floor 1 i 444 2"d floor Garage carport 0 1115-4— r2A Deck — covered ! uncovered 0 'PK1 \O Total square footage / . i cif4"2- 0 Pe Olt-Tilkwila Ordinance No.2327, new glei:Pr41?;m v'e aitito e sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT 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 fuel type: 0 electric gas appliance vent . 1.ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment tiLAS 1/2" PLUMBING: Value of plumbing/gas piping work $ A bathtub (or bath/shower combo) .49".. bidet -2-- clothes washer 1.-- dishwasher '9".... floor drain ''...Z shower lavatory (bathroom sink) 1." sink ...7. water closet I-- water heater (gas) -A?..— lawn sprinkler system gas piping outlets 11: \ApplicationsWorms-Applicat ions On Linc,.2111 1 Applications \Combination Petit Application Revised it-9- I I.t10cn Rcvi.sed: August 2011 Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information): CaJI before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0 ,..Tukwila 0 „. Water District #125 0 ...Letter of water availability provided SEWER DISTRICT Ej ...Tukwila 0 _Sewer use certificate Highline El _Valley View 0 .. Renton ... Letter of sewer availability provided Renton .. Seattle SEPTIC SYSTEM: On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. V.CIITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ..ivil Plans (Maximum Paper Size — 22" X 34") ci ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 .. Easement(s) Geotechnical Report D ...Hold Harmless — (SAO) 0 .. Maintenance Agreement(s) El ...Hold Harmless— (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right-of-Way...11 -or- Non Right -of -Way.. 0 ...Total Cut El ...Total Fill 0 ...Sanitary Side Sewer El ...Cap or Remove Utilities ...Frontage Improvements El _Traffic Control Cubic Yards Cubic Yards o .. Work In Flood Zone .. Storm Drainage O .. Abandon Septic Tank O .. Curb Cut .. Pavement Cut o .. Looped Fire Line 0 ...Permanent Water Meter Size ......... " WO # 0 ...Residential Fire Meter Size .......... " WO # Ej ...Deduct Water Meter Size 0 ...Temporary Water Meter Size El ...Sewer Main Extension Public Ej - or - Private " WO # O .. Trench Excavation Undergrounding • Backflow Prevention - Fire Protection Irrigation Domestic Water 0...Water Main Extension Public El - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTINC WATER OR SEWER SERVICE Fire line size at property line Ej .„water El ...sewer MONTHLY SERVICE BILLING TO: number of public fire hydrant(s) 0 ...sewage treatment Name: Day Telephone - Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip HAApplicatioroWorms-Applicatiom On Lint 2011 ApplicationstConthination Permit Application Revised 8-9-1 I Alex Revised: August 2011 Page 3 of 4 ,e< vk • 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 121WNER OR AUTHORIZED AGENT; Signature: 51)(0-ux,fpal S 6111 Print Name: Mailing Address: ofora,i-pi S; 4/1 AN LiduliA 1-1:\ApplicationsWorins-Applications On Linc,2111 1 Applic_ai ionsWunibinat ion Perron Application Rcviscd 8-9-11.ducx Reviscd: August 201$ hli Day Telephone: C City Date: 7102 266 -4 /04411Y1 LiI IN( Statc Zip Page 4 of 4 PUBLIC WORKS BULLETIN Al PERMITS AND FEES CITY OF TUKWILA Public Works Department 206-433-0179 This Bulletin summarizes permits Public Works (PW) issues for onsite development and for activities in the right-of-way. Public Works permits can be issued as part of a building permit or as a Miscellaneous permit. Most Public Works permit fees are flat rates, except for Type C permit fees, which are based on the value of the construction work. For Type C permits, PW collects a base application and plan review fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Flat rate permit fees are due when the permit is issued. After the permit is issued, PW may assess additional fees for Revisions and inspections. These additional fees must be paid before the PW Final Inspection occurs. Refer to Bulletins A2, A4, A6, and A7, for more information. PERMIT DESCRIPTION Short-term Nonprofit Type A Issued for 72 hours to nonprofit organizations for assemblies, bike races, block parties, parades, parking, processions, nonmotorized vehicle races, street dances, street runs. Flat Rate $50 plus 5% technology fee. Short-term Profit Type B Issued for 72 hours to for -profit entities for fairs, house moves, sales, street closure. Flat Rate $100 plus 5% technology fee. Construction Type C Issued for 180 days for activities in the right-of-way and on private property. These activities include sewer, water, storm drainage, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, utility installation/repair. Calculated fee based on construction value plus technology fee. Refer to Bulletin A2 to estimate permit fees. Long-term Type D Issued for periods greater than 72 hours for activities which do not disturb the right-of-way including: air rights, bus shelters, access to construction sites, loading zones, newspaper sales, recycling facilities, sales structures, sidewalk cafes, awnings, benches etc, underground rights, utility facilities, waste facilities. Flat Rate $100 plus 5% technology fee. Potential Disturbance Type E Issued for 180 days for activities having a potential to disturb the right-of-way, such as hauling 6 loaded vehicles/hr/8 hr day for 2 or more consecutive days or hauling hazardous waste. Flat Rate $100 plus 5% technology fee. Blanket Type F Issued for 365 days to telecommunications and cable franchisee, and utilities for connections, repairs, pulling cable through existing conduit, and emergencies. Flat Rate $250 plus $5000 PW inspection deposit. Flat Rate $100/PW Inspection. Approved 09.25.02 Last Revised 01.01.19 BULLETIN Al rJ Flood Control Issued whenever there is construction, development, or substantial improvement within a shoreline, a special flood hazard area, or a flood -prone area. An FCZP grants approval to construct or develop within a flood hazard area, a flood -prone area or the shoreline, but does not replace the need for additional permits such as a building permit or a land altering permit. Refer to Bulletin A7. Flat Rate $50 plus 5% technology fee. Water Meter - Permanent Issued for domestic water supply for all new or reestablished services when sewer discharge rates are calculated based on water usage. Each individual building requires a separate water main tap. The fee includes a City -provided water meter. Fees listed below. Water Meter — Water Only Issued for a separate service from the main that will not discharge to the public sewer. The fee includes a City -provided water meter. Fees listed below. Water Meter - Deduct Required to meter water not discharged to the public sewer. The Permittee provides, owns, installs, and maintains the meter. This meter is installed downstream of a permanent water meter. An example is landscape irrigation. Flat Rate $25. Water Meter - Temporary Required for use of public water, on a short-term basis, where a metered supply does not already exist. The Permittee rents the meter from the City. Examples include dust suppression during construction or water supply during hydroseeding. Fees listed below. Reviews Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Revisions Charged for each revision to approved plans. Fee per revision is 25% of the Issuance and Inspection fee. Inspections Charged for each inspection after the first two at a rate of $70.00/inspection. Public Works inspection outside of normal business hours (three-hour minimum charge) - $105.00 per hour WATER METER FEE SHEET Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019—12.31.2019 Total Fee 0.75 $625 $6,416 $7,041 1 $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 Tempora 0.75" ry ete $300 2.5" $1,500 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES Please refer to Customer Assistance Bulletin A3 Pavement Mitigation and Transportation Impact Fees This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 01.01.19 2 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins A l , A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility instal lation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 6. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 61LL ReGidem PERMIT # 1)0- 0170 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. oD C. 2.0% of amount over $100,000, but less than $200,000 ofAU 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 5 I Enter total fill volume 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 0 • $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) $ 3 e co (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION s 0 (1+4+5) $ --r- 7 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.,,; v CITY OF TUKWILA CORRECTION SEP 2 3 2019 Approved 09.25.02 1LTR# Last Revised 01.01.19 PERMIT CENTER kg:‘ 011 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 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 lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 (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 1 $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 Tempora 0.75" ete $300 2.5" $1,500 3 Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $16,084.35 . D19-0170 Address: 14120 57TH AVE S Apn: 3365900765 $16,08435 1 INCH $1,12500 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000,345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401342A00.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 Credit Card Fee $468.48 Credit Card Fee R000.369.908.00.00 0.00 $468.48 DEVELOPMENT $7,431.79 PW PERMIT ISSUANCE/INSPECTION FEE R000.342A00.00.00 0.00 $500.00 PW CONSTRUCTION PLAN REVIEW R000,345.830.00.00 0.00 $500.00 PERMIT FEE R000.322.100.00.00 0.00 $6,425.29 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $4,542.00 FIRE R304.345.852,00.00 0.00 $1,683.00 PARK R104,345.851.00.00 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 $1691.22 BASE APPLICATION FEE R000.322.100.00.00 0,00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37,00 GRADING PERMIT ISSUANCE R000,342,400.00.00 0.00 $107.00 TECHNOLOGY FEE $370.86 TECHNOLOGY FEE R000.322.900.04.00 0,00 $370.86 TOTAL FEES PAID BY RECEIPT: R19080 $16,084.35 Date Paid: Thursday, November 14, 2019 Paid By: SUKHCHAIN 5 GILL Pay Method: CREDIT CARD 014052 Printed: Thursday, November 14, 2019 2:35 PM 1 of 1 YSTE 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 11/14/2019 02:35:00 PM CREDIT CARD SALE VISA CARD NUMBER: **********6841 K TRAN AMOUNT: $16,084.35 APPROVAL CD: 014052 RECORD #: 000 CLERK ID: frankie X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy '-emormtivm Energy Code Compliance for All Climate Zones inWashington Project Information Contact Information I This project will use the requirements mf the Prescriptive Path below and incorporate the the minimum values listed. Inaddition, based mnthe size ufthe structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative -All Fenestration U-Factoi" n/a 0.30 SkylightUfactor n/a 0.50 Glazed Fenestration GHQC^,0 nb n/a Cei|ing^ 49i &026 Wood Frame VVaU«'m'" 21 int O�058 Mass VVaUR'Vo|um. 21/21 ^ 0.056 Floor 309 0.029 Below Grade VVaUc'm 10/15/21 int+TB 0.042 Slab R-Value& Depth 10. 2ft m/a *Table R402 1.1 and Table R402 1.3 Footnotes included onPage 2. 1. F1 � � RECEIVED CITY OF TUKWXU A &��� �� ���/ rm�o �� ��mm PERMIT CENTER Each dwelling unit inaresidential bui|dinqshall comply with sufficient options from Table R486.2 smasboachieve the following minimum number cfcredits: 1. Small Dwelling Unit; 1.6 credits �� �� Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions hnexisting building that are greater than 6nVsquare feet ufheated floor area but less than 158O ~,~~..�^ ��� ��� [�2��odimmn���Unm Unit: 3.5 credits ""�'~"«���u�u� FOR -_� ~ �� All dwelling units that are not included in#1or#3. Excwpbom:DweUir:g require 2.5credito. APPROVED Fl3. Large Dwelling Unit; 4.5 credits Dwelling units exceeding O0VOsquare feet ufconditioned floor area. 04. Additions less than 500 square feet: .5 credits NOV 13 2019 lableF406.2 Summary Option Description 10 Efficient Building Envelope 1a 0\5 1b Efficient Building Envelope 1b 1.0 10 Efficient Building Envelope 10 2.0 1d Efficient Building Envelope 1d {lo 2o Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2n Air Leakage Control and Efficient VenV(aVon2u 1.5 3a High Efficiency HVAC3a 1�0 3b High Efficiency VVAC3b 1�0 3c High Efficiency HVAC3o 1.5 3g High Efficiency HVAC3d 1.0 1-0-- 4 High Efficiency HVACDistribution System 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5h 1.0 5n Efficient Water Heating 5c 1�5 5d Efficient Water Heating 5d 0.5 O Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptio, 0.5 1.0 0.5 1.5 0.0 DIAeO110 ^ �-6le R402'1.1Fwotnwtes Fo,SJ: 1fom¢ .=3O4.D mrn, ci .= continuous insulation, int .= intermediate framing. " R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration, c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at theinteriorofthebasementm/aU."TB"meanstherma|breakbetm/een0oorslabandbayement wall. d R-10 continuous insulation is required under heated slab on grade floors. See 11402.2.9.1, 'There are no 5HG[requirements in the Marine Zone. f Reserved. «Reserved. hReserved. 'The second R'va|ueapplies when more than half the insulation isonthe interior mfthe mass wall. | Reserved. ^ForsinQ|e,after-orjoiot'vau|tedcei|inQs,theinsu|at|onnnay6eruducedto K'38. / mInt. (intermediate framing) denotes standard framing 16inches oncenter with headers insulated with a minimum ofR'lOinsulation. Table R402'1.3Footnote 'a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified inSection R40].13. Abu 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. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. 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 Heating System Type: Contact Information URBAN i E:4IGN} GRODUP 206.838 82S0 ... QQ All Other Systems Q Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor rea instructions Average Ceiling Instructions Glazing and Doo instructions Skylights Instructions Insulation Attic Instructions nditiREW WFOR 'Cbp I MFLIANCE IP�OVED NOV 13 2019 City AAo/f�Tukwila iPJNG DI V isio Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this project. Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions R-21 Interior Slab Below Grade (see Figure 1) Instructions No Slab Below Grade In this Project. Slab on Grade (see Figure 1) Instructions - R10 Perimeter Location of Ducts Instructions Design Temperature Difference (AT) OT = Indoor (70 degrees) - Outdoor Design Temp C',.o,91 r: o U-Factor X 0.30 U-Factor X 0.50 U-Factor X No selection U-Factor X IJ-Factor X 0.056 U-Factor X IJ-Factor X 0.042 F-Factor X Conditioned Volume 8,190 Area Area = Area = Area Area Area Area 41320 Length F-Factor X Length Sum of UA REtEIVEO CITY OF TUKWILA MAY 282019 PERMIT CENTER UA 27.90 UA UA UA UA UA UA 55.44 UA UA 0.540 S 84.78 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA XAT Air Leakage Heat Load 4,069 Btu / Hour VolumeX 0.6 X ATX.018 Building Design Heat Load 11,802 Btu / Hour Air Leakage • Envelope Heat Loss Building and Duct Heat Load 12,983 Btu / Hour Duds in unconditioned space: Sum of Building Heat Loss X 1: 10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 18,176 Btu / Hour Building and Dud Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat Loss X 1,25 for Heal Pump ILE 168.12 7,734 Btu / Hour 41q�0110 (07/01/13) 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. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. 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 Heating System Type: qigraMMINIEWNWEINT 0 All Other Systems Contact Information ukiA4104WtikebeMng 4,i1IMOOMMIRMY 4.7"10010.1p41:11 idOott*golmovionla. AMOtaikfiNgingtIttr Q Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature inStructions 51 Tukwila 061 Area of Building Conditioned Floor Area Instrucuons Conditioned Floor Area (sq ft) Average Ceiling Height instructions Average Ceiling Height (ft) Glazing and Doors instructions Skylights instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceil!ngs in this project. Above Grade Walis (sae Figure 1) Instructions R.21 intermediate Floors Irmtrurliolla E a txxx•Akor ,aa am,. .„.......- Below Grade Walis (see Figure 1) -„ rlstr,4ctions 515 13-21 Interior Slab Below Grade (see Figure /) Instructions No Slab Below Grade In this project. Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions perinvtv v '4; UncontHtioned Space OHO Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp L'NPARCPI Conditioned Volume 35,280 U-Factor X Area 0.30 U-Factor X Area 0.50 U-Factor X Area 0.026 li1.949'Yg U-Factor X Area Fe -WA' U-Factor X Area 0.056 [5,0E9OCA U-Factor X Area 0.029 -4000 U-Factor X Area 0.042 F-Factor X Len • th 40010 F-Factor X Len • th 0.540 Sum of UA EZ:245ir ftCEIVED CITY OF TUKWILA MAY 2 8 2019 PERMIT CENTER = UA 155.70 UA REVIEWED FOR COM COMPLIANCE uAAPPROVED tiA NOV 13 2019 165,48 sty of Tukwila BUILDING DIVISION 23.81 UA UA 132.30 Duct Leakage Coefficient 1.10 Envelope Fleat Load Sum of UA X AT Air Leakage Heat Load 17,527 Btu / Hour Volume X 0 6 X AT X.018 Building Design Heat Load 44,097 Btu / HOur Air Leakage + Envelope Heat Loss Building and Duct Heat Load 48,507 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 67,910 Btu / Hour Building end Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X /.25 for Heal Pump 577.62 26,570 Btu / Hour (07/01/13) LJL ENGINEERING STRUCTURAL A ,U ATIONS Api Gill Single Family Residence Pt -Arco': 336590-0265 14120 57tha Ave S Tukwila, WA 98168 PREPARE .."`OR Urban Design Group 879 Rainier Ave. N. Suite A Renton, WA 98057 July 3, 2018 project no„ 12616 I 0 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 nil City of Tukwila WILDING DIVISION RECEivED CITY OF TUKWILA MAY 1 8 2019 PERMIT CENTER ES JANUARY 21, 2020 50;! 3cm,B; LAKELL-:..0D, IA (284% (253) 2S0-.%76-i (cell) • rreneintaerriqs2mail.com • SECTION 1 LATERAL ANALYSIS SEISMIC II. WIND BOX 3'36E31 • LAKEWOOD, WA 95496 • P1-10NE: (253) 551-33E31 • (253) 250-6651 (cell) • nnengineeringscomcastneV ' Design Maps Summary Report Page 1 of 2 MS Design Maps Summary Report User -Specified Input Report Title 14120 57th Ave S Tukwila Man July 2, 2018 15:41:37 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47607°N, 122.26226°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 4tAttliE • itA$E TACOM4YT AO? P(:,otr Des Moines, ... USGS-Provided Output Ss = 1.476 g = 0.552 g ' ,,,,•,„. soma .1 F.1,0 ICING 0 Iftt. 11 1;.ENTrnfjt '' 't ' Otiql Ilt 4';''''. ' MapteVafley Cei Sms = 1.476 g S„ = 0.828 g Le AY *Mat* Sps = 0.984 g SDI = 0.552 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. I te5 I 3 5 LA) I ))5 0.90 033 VI 0450 0.45 030 0.1.5 0.00 0 ) 0,60 r...)20) I .00 I 3r) 340 Ito I 3;i0 2»,) NICER Response Spectrum Period, T (me) Design Response Spectrum Period, T (scc) https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template... 7/2/2018 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence 7/2/2018 13518 L (0].xrncd Sheet 1 of 20 I. SEISMIC Lateral Analysis shall be based on 2015 "Intemational Building Code" (IBC), Section 1613, ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), and SDPWS - Special Design Provision for Wind and Seismic (AWC SDPWS-2015) Design Criteria: Occupancy Category II - Residential Importance Factor: IE := 1.00 Iw := 1.00 Site Class D Seismic Use Group I Seismic Design Category D - Residential Spectral Accelerations for short periods: Ss := 1.476 Spectral Accelerations for a 1-second period: Si := 0.552 Site Coefficient - table 1613.3.3(1&2) Fa := 1.4 SMS := FaSs SMS =. 2.07 (16-36) SMI := Fy•Si SM1 = 0.83 (16-38) Spectral Response Parameters Design Coefficient (ASCE Table 12.2-1): &:= 6.5 := 3 Cd := 2 2 SDS := —3 SMS F, := 1.5 SDs = 1.38 Earthquake Load Combination -Allowable Stress Design (ASCE 12.4.2.3) Eh := P' QE E, := 0.20. Sm. D p := 1.3 LC5 := (1.0 + 0.14SD4D + H + F + 0.70p-QE LC6 := (1.0 + 0.105.SDOD + H + F + 0.525- p.QE + 0.75L + 0.75-S LC8 := 0.6 — 0.14-SDOD + 0.70p. QE + H —Smi SDI = 0.55 3 Earthquake Load Combination with Over -strength Factor Ito - Allowable Stress Design (ASCE 124.3.2) LC5,„ := LC6,„ := LCH.os := 1.0 + 0.14SDs • + H + F + 0.701/e.QE 1.0 + 0.105.SDOD + H + F + 0.525•S1o•QE + 0.75L + 0.75. S 0.6 — 0.14. SDOD + 0.70S2o. QE + H Determine Seismic Base Shear (ASCE 12.14-11): A. Determine Seismic Dead Loads (D): fr := 15psf Pto := 0psf Psi := Opsf p:= 7psf Total Floor Dead Load (D): Total Roof Dead Load (D): Framing Dead Load Concrete Topping (Floors) Roof Tile Wall Df := fr + Pto Dr:= fr + Pti Df = 15•psf Dr = 15psf Page L1 F'Sps F' := 1.1 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 B. Determine Seismic Weight (1110: Overall Building Dimensions : hi := 9ft h2 := 9ft h3 := 9ft w3 := 33ft 13 := 56.5ft w2 := 3511 12 := 58.5ft wi.:= 33ft 1,:= 58.5ft Api Gill Residence Height of First Floor Walls Height of Second Floor Wal Is Height of Third Floor Walls Average width of First floor Average length of First floor Average width of Second floor Average length of Second floor Average width of Roof Average length of Roof Total Floor/Roof Areas (ft2) AR := 2213ft2 AR = 2213 ft2 Roof := 2069ft2 A = 2069112 'Third Floor A:= 1842ft2 = 1842 ft2 Second Floor AB := 1859ft2 AB = 1859ft2 First Floor TOTAL WEIGHTS - ROOF DIAPH. + (1/2) 2nd WALLS : Wr := AR. Dr + .5.h3, W 38.96.k TOTAL WEIGHTS - 3nd FLR. DIAPH. (1/2) 3rd WALLS (1/2) 2nd 7/2/2018 13518 L [0].xmcd Sheet 2 of 20 Exterior Wd I Dimensiais (ft): LI := 41.5ft L8 := 35ft L2 := 17ft L9 := 11ft L3 := 58.5ft L10 := 28.5ft L4 := 33ft Ll 1 := 17ft L5 := 41.5ft L12 := 56.5ft L6 := 17ft L7 := 58.5ft 113 := 33ft L14 := 28ft W3 := A3. DfE[p.(h2 + h3) .51.12.2] + [pw.(h2 + h)• .5].W2- 2 W3 = 42.824c TOTAL WEIGHTS - 2nd FLR. DIAPH. + (1/2) 2nd WALLS + (1/2) 1st WALLS : W2 := A2' Df + ifPw' (12 + h 1) • .51' 12• + [pw• (12 + h 1)• .5].W2. 2 W2 = 39.41.k TOTAL WEIGHTS - ROOF + FLOOR + WALLS X= W2 + W3 + Wr W= 121.19.k C. Determine Seismic Base Shear JASCE 12.14-11): FI* Sns R 23.93,k Page L2 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence W, D. Vertical Distribution of Lateral Forces (ASCE 12.14-121 F, Longitudinal Direction W2 F 1 long := Vmax W3 F2long := —wVmax Wr Frjong := — Vmax Vrlong := Frlong V2long := Frlong F I long VI tong := V2Iong F2long Lateral Direction W21 F 1 lat := VIM% W3 F2lat := Vmax Wr Frlat := Vmax Vrlat := Frlong V2lat := Frlong + Ft long VI lat := V21at F2lat Vrlong w5' wf V2long w6' :— w2 Vrlat w7' := — I r w8' := V2 lat 12 w5= 233.09.plf w6' = 442.09.plf w7' = 131.49.plf w8' = 264.5.plf F 'long = 7.78.k F2long = 8.45-k Frlong = 7-69'k Vrlong = 7.694 V2long = 15.47.k Vi long 23.93k 7/2/2018 13518 L [0].xmcd Sheet 3 of 20 Second Floor Diaphragm Shear Third Floor Diaphragm Shear Roof Diaphragm Shear Third Story Shear Longitudinal Second Story Shear Longitudinal First Story Shear Longitudinal f Filat = 7.78`k Second Floor Diaphragm Shear F2lat = 8.45.k Friat = 7.69k Vrlat = 7.'69*k V2lat = 15.47k = 23.93-k w 1 0' :— VlIong W3 V I lat w 1 1 .= — 13 Third Floor Diaphragm Shear Roof Diaphragm Shear Third Story Shear Lateral Second Story Shear Lateral First Story Shear Lateral w10' 725.05.plf w11' = 423.48•plf Page L3 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 E. Determine Building Redundancy p Second Floor: Api Gill Residence p = 1.3 WALL AA Laa:= 18ft Vaa := (L1)..5, w7' Vaa = 2728.36 lb WALL. BB Lbb := 13.5ft Vbb := (Li + L2)..5.w7' Vbb = 3846 lb WALL CC Lcc := 27.5ft Vcc := (L4)..5-w5' Vcc = 3846Ib WALL DD Ldd := 33.9167ft Vdd := (L4)-.5.w5' Vdd = 3846 lb WALL EE Lee := 27ft Vee (L2)..5.1.v7' Vee = 1117.641b Main Floor: WALLA La := 1711 WALL B Lb := 13.5ft WALL C Lc := 27ft WALL D Ld := 38.1667ft WALL E Le 14.6667ft Basement Floor: WALL AAA Laaa := 8ft WALL BBB Lbbb := 24.7917ft WALL CCC Lc:cc := 25ft Va := (L5)-.5-w8' Va = 5488.34 lb Vb :-= (L5 + L6)..5,w8Vb = 7736.57 lb Vc := (1,8)-.5-w61 Vc = 7736.57 lb Vd := (L8)-.5.v./6' Vd = 7736.57 lb Ve := (L6)..5.w8' Ve = 2248.24 lb Vaaa := (L9)..5.wl Vaaa = 2329.13 lb Vbbb := (LIO + L11)•.5-w111 Vbbb = 9634.151b Vccc :=- (L14)..5.w11' Vccc = 5928.71 Ib 7/2/2018 13518 L F0).xmcd Sheet 4 of 20 Vaa + Vbb Vee = 7.69.k Vcc + Vdd = 7.69.k Va + Vb + Ve = 15.47•k Vc + Vd = 15.47.k Page L4 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 F. Calculate Earthquake Forces Api Gill Residence Elong := 0.70 p•Vmu Eiong = 21.77.k Etat := 0.70 p• Vmax Etat = 21.77. k Eriong := 0.70 p.Fri„g Eriong = 7. k E2long:= (17° F2long E2long = 7.69.k Erlong := °•70P'Ellong E king = 7.08. k Eriong Vriong = 7. k Xkpagv:= Erlong + E2long . / V2Iong = 14.69k Erlong + E2long + Erlong ong Eriong + E2long Erlong + E2long + Erlong 7/2/2018 13518 L [01,xmcd Sheet 5 of 20 Base Shear Longitudnal Base Shear Lateral Upper Floor Story Shear Lower Floor Force First Floor Force Third Story Shear Longitudinal Second Story Shear Longitudinal Viiong = 21.77-k First Story Shear Longitudinal Vriat = 7k Third Story Shear Lateral V2lat = 14.69. k Second Story Shear Lateral Viiat = 21.77-k First Story Shear Lateral Uniform Loads to Roof/Floor Diaphragm (seismic) lAdjusted to working stress level) Erlong w5 := wr E2long w6 w2 Eriong w7 := 1, E2long w8 wl0:— w2 12 El long wl 1 .— Enong 12 w5 = 212.11.0f • Uniform Load Seismic (Roof Diaph. Longit.) w6 = 219.79.plf Uniforrn Load Seismic (2nd Floor Diaph. Longit.) w7 = 119.65-plf Uniform Load Seismic (Roof Diaph. Lat.) w8 = 131.5.plf Uniform Load Seismic (2nd Floor Diaph. Lat.) w10 = 202.31.plf Uniform Load Seismic (1st Floor Diaph. Longit.) wl 1 = 121.04•plf Uniform Load Seismic (1st Floor Diaph. Lat.) Page L5 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 E. Determine Building Redundancy p Second Floor: Api Gill Residence p = 1.3 WALL AA Laa= 18ft V := (L1)-.5-w7 Vaa = 2482.81 lb WALL BB Lbb = 13.5 ft M:= (LI + L2). .5.w7 Vbb. = 3499.86 lb WALL CC Lcc = 27.5 ft (L4)..5. w5 Vcc = 3499.86 lb WALL DD Ldd = 33.92 ft UF1:= (L4)..5,w5 Vdd = 3499.86 lb WALL EE Lee = 27 ft Vee := (L2)..5.w7 Vee.= 1017.05 lb Main Floor: WALL A La = 1711 WALL B Lb = 13.5 ft WALL C Lc = 27 ft WALL D Ld = 38.1711 WALL E Le = 14.67 ft Basement Floor: WALL AAA Laaa = 8 ft WALL BBB Lbbb = 24.79 ft WALL CCC ya:= (L5)..5.w8 Va = 2728,57 lb a= (L5 + L6)..5. w8 Vb = 3846.3 lb Vc := (L8)..5.w6 Vc = 3846.3 lb (L8)..5-w6 Vd = 3846.3 lb y= (L6)..5. w8 Ve= 1117.731b (L9)..5. wIl Vaaa = 665.721b (L10 + L11)..5- wl 1 Vbbb = 2753.66 lb 7/2/2018 13518 L [0].xmcd Sheet 6 of 20 Vaa + Vbb + Vee = 7.k Vcc + Vdd = 7.k Va + Vb + Ve = 7.69.k Vc + Vd = 7.69•k Lccc = 25 ft A:= (L14)-.5.w11 Vccc = 1694.56 lb Page L6 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence 7/2/2018 13518 L [0],xmod Sheet 7 of 20 11. Wind on Buildings MWFRS- Part 2 Enclosed Simple Diaphragm Ps := "ziPS30 (ASCE Eqn. 28.6-1) Low -Rise Buildings (ASCE Ch. 28) Lateral Analysis shall be based on 2015 "International Building Code" (IBC), Section 1613 and ASC/SEI 7-10 "Minimum Design Loads for Buildings and Other Structures", Ch. 26 - 30), Special,Design Provision for Wind and Seismic (AWC SDPWS-2015) Simplified Design Wind Pressure, Ps30 (psf) Design Criteria: \ luit=110 mph Ultimate Wind Speed V asd = 85 mph Nominal (IBC Table 1609.3.1) PS30.A := 15.9psf•Ict ps303 := 4.2psf•K2t PS30.C:= 10.6psf•Kzt PS30.D := 23Psf'K2t PS30.E:= —13.8psf•Ict Ps3o.F := —9.6psfAct PS30.G := —9.6Psf'}Czt PS30.H := —7.3psfAct ps30,Eoh := —19.3psf•Ka PS30.Goh := —15.1PS"Ct Height Above Ground (ft.) A, 0' to 15Xi5 := 1.00 15' to 20' X20 := 1.00 20' to 25' X25 := 1.00 25' to 30' X30 := 1,00 30' to 35' X35 := 1.05 35' to 40' X40 := 1.09 Exposure B Height (h) < 60ft Occupancy Category: II K21 := 1.0 Height < least width horizontal dimension Horizontal Pressure End Zone of Wall Horizontal Pressure End Zone of Roof Horizontal Pressure Interior Zone of Wall Horizontal Pressure Interior Zone of Roof Vertical Pressure End Zone Windward Roof Vertical Pressure End Zone Leeward Roof Vertical Pressure Interior Zone Windward Roof Vertical Pressure Interior Zone Leeward Roof Vertical Pressure Overhang @ End Zone Windward Roof Vertical Pressure Overhang @ Interior Zone Windward Roof 1 Page L7 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence A. DETERMINE BASE FORCES PS := X4ps3o1C-Kc Height Above Wind Pressure (Horiz.). Ground (ft.) (Wall End) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' PIA :_ >15'I'PS30.A PIA = 15.9•psf P2A :_ X20' I'PS3o.A P2A = 15.9•psf P3A :_ >25'I'PS30.A P3A = 15.9•psf P4A :_ X30'I'PS30.A P4A = 15.9•psf P5A := X35'I'PS30,A P5A = 16.7•psf P6A:= X40'I'PS30.A P6A = 17.33•psf Wind Pressure (Horiz.Z (Roof End) Pie :_ >15'I'Ps3o.B P1B = 4.2•psf P2B := X2o'I•Ps3o.B P2B = 4.2•psf P3B :_ X25'I'PS30.B P3B = 4.2• psf P4B :_ X30' I' PS30.13 P4B = 4.2•psf P5B := X35'I'Ps3o.B P5B = 4.41•psf P6B := X40•I•Ps3o.B P6B = 4.58•psf Wind Pressure (Horfz (Wall Irterior) Pic := X1s1'Ps30.c Plc = 10.6•psf P2c :_ X20'I'PS30.0 P2c = 10.6'psf P3c:= X25*I'PS30.0 P3c = 10.6•psf P4c := X30'I'PS30.0 P4c = 10.6•psf P5C :_ X35' I'P530.0 P5c = 11.13•psf P6c :_ X40'I'PS3o.c P6c = 11.55•psf 7/2/2018 13518 L [0].xrncd Sheet 8 of 20 Wind Pressure (Horiz.) (Roof Interior) PID:= X154P530.D P1D = 2.3•psf P2D:= >20'I'PS30.D P2D = 2.3•psf P3D :_ X25'I'PS30.D P3D = 2.3•psf P4D := X30' I' PS30.D P4D = 2.3•psf P5D:= X35•I•PS30.D P5D = 2.42•psf P6D:= X40'I'PS30.D P6D = 2.51 •psf Height Above Wind Pressure (Vert.1 Wind Pressu Ground (ft.) 0' to 15' PIE := X151PS30.E PIF:= X15'I'PS30.F P1E=-13.8•psf PIF=-9.6•psf 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' P2E:= >20'I'PS30.E P2F:= X20'I'PS30.F P2E =-13.8•psf P2F =-9.6•psf P3E :_ X25' I'PS30.E P3F := X25' I' Ps3o.F P3E =-13.8•psf P3F =-9.6•psf P4E:_ X30'I'PS30.E P4F:_ X30'I'PS30.F P4E =-13.8•psf P4F =-9.6•psf P5E:= X354PS3o,E P5F:= X35'I'PS30.F P5E =-14.49•psf P5F =-10.08•psf P6E:_ X40'I'PS30.E P6F:= >40'I'Ps3o.F P6E =-15.04•psf P6F =-10.46•psf e Wind Pressure (Vert-1 PIG := >1s'I1Ps3o.G PIG =-9.6•psf P2G := X20' I' Ps3o.G P2G =-9.6•psf P3G := X25' I'PS3o.G P3G =-9.6•psf P4G := X30'I'PS30.G P4G =-9.6•psf P5G:= X35•I•Ps30.G P5G =-10.08•psf P6G := >4o'I'Ps3o.G P6G =-10.46•psf Wind Pressure (Vert.1 P1H:= X15'I'PS3o.H PIB =-7.3•psf P2H = >2o'I'Ps3o.H P2H =-7.3•psf P3H :_ X25' 1'PS30.H P3H =-7.3•psf P4B := X3o'I'Ps3o.H P4B =-7.3•psf P5H:= X35'I'PS30.H P5B = -7.67• psf P6H:= >40'I'PS30.H P6B = -7.96• psf Page L8 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 40' Api Gill Residence Wind Pressure (Vert.) Wind Pressure (Vert.) (Overhangs) (Overhangs) P 1 Eoh := X15' 1' PS30.Eofi PIE,th = —19.3.psf P2 h := X20' I* PS30.Eoh P2Eoh = —19.3.psf P3Eoh := X25" ITS30 Eoh P3Eoh = —19.3•psf P4Eoh := X30' 1' PS30.Eoh P4Eoh = —19.3.psf P5Eoh := X35413S30.Eoh P5F,h = —20.27.psf P6Eoh := X40' P S30 Eoh P6Eoh = —21.04. psf Components and Cladding (6.4.2.2) Wind Pressure (Vert.) Roof 270 - zone 1-3 10sf P 1 nett := X15.1. 7.5psf Plnetl = 7.5'Psf P2net1 := X20'1' 7.5Psf P2nett = 7.5.13sf P3net1 := X25.1. 7.5psf P3net1 = 7.5. Psf P4net1 := X30-1 7.5Psf P4net1 = 7.5.13sf P51 X35. 7.5psf P5nett = 7.88' Psf P6net := 7.5Psf P6net = 8.18- psf P IGoh := X154 PS30.Goh PlGoh = —1 5.1.psf P2Goh := X204Ps30.Goh P2Goh = —15.1 • Psf P3 Goh := X25.1.13S30.Goh P3 Goh = 15.1. psf P4Goh := X30' I. PS30.Goh P4Goh —15.1, psf P5G,„h := X35' 1* PS30 Goh P5Goh = —15.86. psf P6Gon := X40' PS30.Goh P6G0h = psf Wind Pressure (Vert.) Roof 270 - zone 1 10sf P 1 „h, := X15. I. —11.9psf P lnet, = psf P2netu := X20' I. 1.9psf P2net„ = —11.9. psf P3netu := X25' I' —I 1•9Psf —11.9. psf P40e„ := X30. I.-1 1.9psf P4r, = —11.9. psf P5netu := X35. I. —11.9psf P5 netu = —12.5. psf P6netu := X40. — 1 1.9psf P6, = —12.97. psf Pnet := I• P net30 • 1(zt Wind Pressure (Vert.) Wall 270 - zone 4-5 10sf PI net4 := >.151.13psf Plnet4 = 13. psf P2neta := X20'1' I 3PSf P2net4 = 13.psf P3net4 := X25.1. 13psf P3 net4 = 1 3.psf 14net4 := X30I 13Psf P4net4 = 13"Psf P5net4 := X35.1. 13psf P5net4 = 13.65.psf P6net4 := X40Il3psf Ponevi = 14.17. psf 7/2/2018 13518 L [0].xmcd Sheet 9 of 20 Wind Pressure (Vert.) Wall 270 - zone 5 10sf Pint, := X154-17.4psf PI —17.4.psf P2netw X20.1.-17,11psf P20 = —17.4-psf := X254-17.4psf P3,1 = —17.4. psf P4:= X30.1.-17.4psf P4netw psf P5hetv, := X35.1.-17.4psf P5oet, = psf P6net,, )40. I. —1 7.4psf P6, —18.97. psf Page L9 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 ridge := 35ft platel := 9ft + 12in plate2 := 9ft +- 12in plate3 := 9ft platel = 1041 plate2 = 10.ft plate3 = 9.ft platel + plate2 + plate3 = 29.ft yl := (ridge — platel — plate2 plate3).5 platel + plate2 + plate3 + yl = 32-ft Api Gill Residence wl Plc.Oft + P2c.Oft + P3c..5ft + P4c.5ft + P5c2ft w2 := Plc.Oft + P2c.5ft + P35ft ±P4c-0ft + P5c0ft w3 := P1c.011 + P2c.Oft + P3c-.5ft + P4c.5ft + P5c5ft w4 Plc. 10ft + P2c.Oft + Fqc.Oft + P4c.Oft + P5c-Oft wiat := w3 + w2 + wl wiong := wl + w2 + w4 Vwlong := Wlong. W2 Vwlat := Wlat12 C. STORY SHEAR -WIND LONGITUDINAL DIRECTION Vr.long.wind w I wr V2.1ong.wind := w2-w2 + Vriong.wind V3.1ong.wind := W3' W2 + V2.tong.wind A. SUMMARY UNIFORM LOADS: WIND - LATERAL w3 = 113.95.plf w2 = 100.7.plf w4 = 106.plf wig = 287.26.plf wiong = Vwlong = 10.05-k 'mat = 17.27-k Vr.long. wind = 2.66.k V2.1ong.wind = 6-I8'k V3.1ong. wind = 10.17' k WIND (Roof Diaph. Lat.) WIND (3rd Flr. Diaph.Longit./Lat.) WIND (2nd Flr. Diaph. Longit./Lat) SEISMIC - LONGITUDINAL w5 = 212.11-plf SEISMIC (Roof Diaph. Longit.) w6 = 219.79-plf SEISMIC (3rd Flr. Diaph.Longit.) w10 = 202.31•plf SEISMIC (2nd Diaph. Lat.) 7/2/2018 13518 L [0].xmcd Sheet 10 of 20 total height projected area (lateral direction measured) 1st floor 9ft plate ht + 12in joist depth 2nd floor 9ft plate ht--+ 12in joist depth 3rd floor 9ft plate ht total height to second floor plate yl = 3.ft ave distance to center trapazoid total average longit height (longitudinal direction) wl = 80.56.plf w2 = 100.7.plf w3 = 113.95'plf w4 = 106-plf Uniform Load Wind (Roof Diaph Longit) Uniform Load Wind (3rd Floor Diaph Lat) Uniform Load Wind (Roof Floor Diaph Lat) Uniform Load Wtrid (2nd Floor Diaph Longit) TOTAL WIND LOAD PER LIN FT. OF BLDG. WIND BASE SHEAR - LONGITUDINAL DIRECTION WIND BASE SHEAR - LATERAL DIRECTION LATERAL DIRECTION Vr.lat.wind := W4' 1r V2.1at. wind := W2• 12 + Voat.wind Vilat.wind := w3 '12 V2.1at.wind WIND - LONGITUDINAL wl = 80.56.plf w2 = 100.7-plf w4 = 106-plf Vr.lat.wind = 6-2' k Vilatwind = 1209' k V3.1at.wind = 18.76.k WIND (Roof Diaph. Longit.) WIND (3rd Flr. Diaph.Longit./Lat.) WIND (2nd Flr. Diaph, Longit./Lat) SEISMIC - LATERAL w7 = 119.65,plf SEISMIC (Roof Diaph. Lat.) w8 131.5,plf SEISMIC (3rd Flr. Diaph.Lat.) w11 = 121.04-plf SEISMIC (2nd Flr. Diaph.Lat.) Page L10 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 IV. SHEAR ON SHEAR WALLS THIRD FLOOR Api Gill Residence 7/2/2018 13518 L [0].xmcd Sheet 11 of 20 Wall AA : Wall DD: Wall BB: Wall CC: Laa= 18ft Ldd = 33.92ft Lbb = 13.5 ft Lcc = 27.5 ft (L1)..5.w7 vaa:= (L1 + L2). .5. w7 (L4)..5.w5 (L4), .5. w5 Laa vbb— vcc :— vdd :— Lbb . Lcc Ldd vaa = 137.93•plf vbb = 259•plf vcc = 127. plf vdd = 103.19. plf Wall EE : Lee = 27 ft (L2)..5.w7 vee Lee vee = 37.67•plf SECOND FLOOR Wall A La = 17 ft (L5)..5.w8 va La va = 161•plf Wall D: Ld = 38.17 ft (L8). .5. w6 + vdd•Ldd vd Ld vd = 192. plf Basement FLOOR Wall AAA Laaa = 8 ft (L9). .5,w11 + va• La vaaa Laaa vaaa = 424- plf Wall B Wall C : Lb = 13.5 ft Lc = 27 ft (L5 + L6)..5.w8 + vbb•Lbb (L8)..5.w6 + vcc•Lcc vb vc Lb Lc vb = 544•plf vc = 272. plf Wall E : Le = 14.67 ft ve (L6)..5.w8 + vee• Lee Le ve = 145.55•plf Wall BBB Lbbb = 24.79 ft vbbb(L10 + L11)..5.w11 + vb•Lb Lbbb Wall CCC Lccc = 25 ft (L14)• .5- wll + vc• Lc vccc :- vbbb = 407•plf vccc = 365. plf Lbbb Page L11 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 V. SHEAR WALL STRENGTH A. OVERTURNING MOMENT ON WALLS Basement Floor Walls Wall Length AAA Laaa 1 := 2.5ft BBB Lbbbl := 8.5ft CCC Lcccl := 5ft Main Floor Walls aym: = h Wall Length A Lal := 3.75ft • B Lb 1 := 13.5ft Lc1 := 3.5.ft Ldl := 17.ft Lel := 3.8333.ft Upper Floor Walls == h2 AA Laal := 2.3333.ft BB Lbb 1 := 13.5.ft CC Lccl := 2.2511 DD Lddl := 1711 EE Leel := 3.25-ft Api Gill Residence HW := hi Overturning Moments OTMaaal := vaaa-Laaal. HW OTMaaal = 9546.45 ft. lb OTMbbbl := vbbb•Lbbbl-HW OTMbbbl = 31165.14 ft- lb OTMcccl := vccc.Lcccl.HW Overturning Moments OTMa1 := va•Lal.HW OTMb1 := vb. Lbl. HW OTMc1 := vc•Lcl.HW OTMd1 := vd.Ldl.HW OTMe1 := ve•Lel.HW OTMaa1 := vaa• Laal. HW OTMbb1 := vbb•Lbbl.HW OTMccl := vcc•Lccl.HW OTMdd1 := vdd.Lddl.HW OTMeel := vee•Leel•HW OTMcccl = 16410.04 ft. lb OTMa1 = 5417.02 ft. lb OTMbl = 66115.49 ft. lb OTMc1 = 8570.53 ft•lb OTMd1 = 29448.8 ft. lb OTMel = 5021.54 ft. lb OTMaa1 = 2896.57 ft. lb OTMbbl = 31499 ft.lb OTMcc1 = 2577.17 ft. lb OTMddl = 15788.06 ft. lb OTMee1 = 1101.81 ft.lb 7/2/2018 13518 L [0].xmcd Sheet 12 of 20 Page L12 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence B. SHEAR WALL DEAD LOAD RESISTING MOMENT 15 psf for dl used to take into account of Toads from adjacent walls. Upper Floor Shear Wails h2 Dead Load on Shear Wall Shear Roof / Floor Weights Wall Wall Weights Dead Load Resisting Moment /2 AA1 DLRFaa1 := 5.5•ft• —•Dr •Laal DLWLaa1 := HW•pwLaal 3 DLRFaa1 = 128.331b DLWLaa1 = 1471b 13131 DLRFbb1 := 3•ft•/2.13, •Lbbl DLWLbb1 := HW•low Lbbl • DLRFbb1 = 4051b DLWLbb1 = 850.51b 1 CC1 DLRFcc1 := 6•ft• 2-D, Lccl DLWLcc1 := HW•pwLccl 3 DLRFcc1 = 1351b DLWLcc1 = 141.751b DD1 DLRFdd1 := 6•ft•I �3 •Dr)•Lddl DLWLdd1 := HW•pwLddl DLRFdd1 = 10201b DLWLdd1 = 1071 lb i EE1 DLRFee1 := 5.5•ft• —2•Dr •Leel DLWLeeI := HW•p •Leel 3 DLRFee1 = 178.75 lb DLWLeeI = 204.75 lb DLaal := DLWLaa1 + DLRFaa1 DLaal = 275.33 Ib DLRMaa1 := DLaa1•Laal•.5 DLRMaa1 = 321.21 ft•lb DLbb l := DLWLbb1 + DLRFbb 1 DLbb 1 = 1255.5 lb DLRMbbI := DLbbl•Lbbl•.5 DLRMbb 1 = 8474.62 ft• lb DLccl := DLWLcc1 + DLR DLcc1 = 276.751b DLRMcc1 := DLccl•Lccl•.5 DLRMcc 1 = 311.34 ft• lb DLddl := DLWLdd1 + DLRFdd1 DLdd1 = 2091 lb DLRMdd1 := DLdd1•Ldd1•.5 DLRMdd 1 = 17773.5 ft• lb DLeel := DLWLeeI + DLRFee1 DLeel = 383.51b DLRMeel := DLee1•Lee1•.5 DLRMee 1 = 623.19 ft• lb 7/2/2018 13518 L [0].xmcd Sheet 13 of 20 Page L13 NN Engineering, PS Api Gill Residence PO Box 39681, Lakewood, WA 98496 B. SHEAR WALL DEAD LOAD RESISTING MOMENT (cont.) Main Floor Shear Walls Dead Load on Shear WaH Shear Wa II Al Roof / Floor Weights DLRFa1 := 8.ft•(-2•Df)•Lal 3 DLRFa1 = 3001b Wall Weights DLWLal := HW•pwLal DLWLal = 236.25 lb B1 DLRFb1 := 3•ft•( —2Df •Lbl DLWLb1 := HW.pyLbl 3 DLRFb1 = 405 lb DLWLb1 = 850.51b C1 DLRFcl := 8•ft(• —2•Df)• Lcl DLWLc1 := HW-pw•Lc1 3 DLRFc1 = 280 lb DLWLc1 = 220.51b 2 D1 DLRFd1 := 3. ft•(— • Df • Ldl DLWLd1 := HW•pyLd1 3 El DLRFd1 = 510 lb 2 DLRFe1 := 3. ft. (—• Df) • Lel 3 DLRFel = 115 lb DLWLd1 = 1071 lb DLWLel := HW• pw Lel DLWLel = 241.51h 7/2/2018 13518 L [0].xmcd Sheet 14 of 20 HW := hi Dead Load Resisting Moment DLa1 := DLWLal + DLRFa1 DLa1 = 536.25 lb - DLRMal := DLa1•La1•.5 DLRMa1 = 1005.47 ft• lb DLb1 := DLWLb1 + DLRFb1 DLbI = 1255.51b DLRMb1 := DLbl•Lbl ..5 DLRMbl = 8474.62ft- lb DLc1 DLWLc1 + DLRFcl DLc1 = g00.51b DLRMc1 := DLcl- Lc It • .5 DLRMcl = 875.87 ft•lb DLd1 := DLWLd1 + DLRFd1 DLd1 = 15811b DLRMd1 := DLdl• Ldf -.5 DLRMdl = 13438.5 ft- lb DLel := DLWLel + DLRFe1 DLel = 356.51b DLRMe1 := DLel• Lei• .5 DLRMel = 683.28 ft-lb Page L14 NN Engineering, PS Api Gill Residence PO Box 39681, Lakewood, WA 98496 B. SHEAR WALL DEAD LOAD RESISTING MOMENT (contj Basement Floor Shear Walls Dead Load on Shear Wall Shear Wall AAA1 BBB1 Roof / Floor Weights DLRFaaal := 3•ft.(1•Df.)•Laaal 3 DLRFaaal = 75 lb DLRFbbbl := 3•ft•(-2• Df) ' Lbbbl 3 DLRFbbbl = 255 lb CCC1 DLRFcccl := 8. ft.( —2• Df). Lcccl 3 DLRFccc 1 = 400 lb Wall Weights DLWLaaal := HW•p• Laaal DLWLaaal = 157.51b DLWLbbbl := HW•pwLbbbl DLWLbbbl = 535.51b DLWLcccl := HW•p•Lcccl DLWLcccl = 315 lb 7/2/2018 13518 L [0].xmcd Sheet 15 of 20 aL:= h3 Dead Load Resisting Moment DLaaal := DLWLaaal + DLRFaaal DLaaal = 232.51b DLRMaaal := DLaaal•Laaal..5 DLRMaaal = 290.62 fl• lb DLbbbl := DLWLbbb 1 + DLRFbbbl DLbbbl = 790.5 lb DLRMbbbl := DLbbbl•Lbbbl..5 DLRMbbbl = 3359.62 ft lb DLcccl := DLWLcccl + DLRFcccl DLcccl = 715 lb DLRMcccl := DLcccl•Lcccl..5 DLRMcccl = 1787.5 ft. lb Page L15 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 C. HOLDOWN FORCES ON WALLS -Upper Floor AA1 BB1 CC1 DD1 EE1 .• FF1 HDFaa1 Api Gill Residence OTMaa1 — DLRMaal Laal OTMbbl — DLRMbbl HDFbbl Lbbl OTMcc1 — DLRMcc1 HDFcc1 Lccl OTMddl — DLRMddl HDFdd1 Lddl OTMee1 — DLRMee1 HDFeel Leel HDFffl OTMffl — DLRMffl Lffl OTMal — DLRMal Main Floor Al HDFal Lal Basement Floor B1 Cl D1 OTMbl — DLRMbl HDFb1 + HDFbb1 Lbl OTMcl — DLRMcl HDFc1 + HDFcc1 Lel OTMdI — DLRMdl HDFdl + HDFdd1 Ldl El OTMe1 — DLRMe1 HDFeI + HDFeel Lel Fl AAA1 BBB1 CCC1 HDFfl OTMfl — DLRMfl + HDFffl Lfl OTMaaal — DLRMaaal HDFaaal + HDFa1 Laaal OTMbbbl — DLRMbbb1 HDFbbbl + HDFb1 Lbbbl OTMcccl — DLRMcccl HDFcccl + HDFc1 Lcccl Page L16 7/2/2018 13518 L [0].xrncd Sheet 16 of 20 HDFaal = 1103.74 lb HDFbbl = 1705.49 lb HDFcc1 = 1007.03 lb HDFddl = —116.79 lb HDFee1 = 147.27 lb HDFffl = 1437.141b Hirai = 1176.411b HDFb1 = 5975.18 lb HDFc1 = 3205.51 lb HDFd 1 = 824.99 Ib HDFe1 = 1279 lb HDFfl = 3653.23 lb HDFaaal = 4878.75 lb HDFbbbl = 9246.42 lb HDFcccl = 6130.01 lb NN Engineering, PS PO Box 39681, Lakewood, WA 98496 D. ALLOWABLE ANCHOR BOLT SPACING Api Gill Residence Table 8.2E (1997 NDS) 5/8 " DIA. Anchor Bolt w/ 1 1/2" Side Member (Hem -Fir) ZB := 83011).1.33 ZB = 275.98•plf 4ft ZB = 1103.91b Allow. Load on 5/8" Dia. Bolt in shear 1ft spacing. Allow Shear/ft for 4' max spacing E. SHEAR STRESS AROUND OPENINGS: WALL Second Floor • AAA BBB vaaat vaaa.Laaa Laaa — Oft vbbb•Lbbb vbbbi Lbbb — 0.ft CCC VCCCI vccc•Lecc Lccc — 0.ft SHEAR STRESS A.B. SPACING 7/2/2018 13518 L [0].xrncd Sheet 17 of 20 HORIZ. STRAP FORCE 'ZB vaaat = 424.29.plf s := -- Paaa := (vaaat — vaaa).0. ft Paaa = 0 vaaat ZB vbbbt = 407.39.plf vccci = 364.67.p1f Sbbbl vbbbi Scccl ZB VCCCI CD := 1.33 Z := 1221b (NDS TBL 12.3B - 16d COMMON NAILS, 1-1/2" SIDE MEMBER THICKNESS) LCD Z' = 162.26 lb PER NAIL E. SHEAR STRESS AROUND OPENINGS: WALL SHEAR STRESS Second Floor A va-La vat :— vat = 160.5-plf La — 0.ft B D E vb.Lb vbt Lb — 0.ft vc•Lc vci:— Lc — Oft vd•Ld vdi vet :— Ld — 0.ft ve•Le Le — 0.ft vbi = 544.16.plf vci = 272.08.plf vd1 = 192.48.plf vet = 145.55.plf A.B. SPACING Z' Sal := — vat Z' Sbl := Vb Z' Sci := vel sdl := — vdt ZB Sel := — vet Pbbb vbbbi — vbbb).0. ft Pbbb = 0 Pccc := (vccei — vecc).0. ft Pccc = 0 vat — va HORIZ. STRAP FORCE .0.ft Pa = 0 Pb := (vbi vb).0-ft Pb = 0 Pc := VC1 — VC Pd := (vdi — vd).0.ft Pe := (vet — ve)• 0.ft Pc = 0 Pd = 0 Pe = 0 Page L17 16in NN Engineering, PS PO Box 39681, Lakewood, WA 98496 F vfi Lvf f—.1;f. ft WALL 2nd Floor AA vaai Laa — 0- ft vbb. Lbb BB vbbi Lbb — 0. ft CC vcci vcc• Lcc Lcc—Oft vdd • Ldd DD vddi Ldd — O. ft EE veei LveeeeiLoe.eft vff.Lff FF vffi vaa. Laa Lff — 0- ft vfi = 276.98•plf SHEAR STRESS vaai = 137.93. plf vbb1 259.25. plf vcci = 127.27•plf vdd1 = 103.19•plf veer = 37.67. plf Api Gill Residence vffi = 189.18•plf ZB Sfl := Sole Plate Nail Spacing Z' Saai := — vaai Z' sbbl vbbi Z' scci := vcci Z' sdd 1 — vddi Z' Seel := -- veei := vffi 7/2/2018 13518 L [0].xmcd Sheet 18 of 20 Pf := (vfi — vf)•0•ft Pf = 0 HORIZ. STRAP FORCE Paa := (vaai — vaa). 0. ft Paa = 0 Pbb := (vbbi vbb). 0. ft Pbb = 0 Pcc := (vcci — vcc)• O. ft . Pcc = 0 Pdd := (vddi vdd). 0- ft Pdd = 0 Pee := (veei — vee). O. ft Pee = 0 Pff (vffi — • O. ft Pff = 0 B. Shear Wall to diaphragm nailing (Sole Plate): NDS Table12.3B: 16d Common Nails 1 1/2" side member thickness - 1.33 Cdi := 1.1 • Z := 1221b Z' Cry Cdi Z' = 133.86.plf Z' = 178.49 lb Per Nail Allowable load for 16" nail spacing (max) Page L18 NN Engineering, PS Api Gill Residence PO Box 39681, Lakewood, WA 98496 VII. SHEAR WALL SUMMARY Basement Floor 7/2/2018 13518 L [0].xrncd Sheet 19 of 20 Mk Wall Shear Anchor bolt Holdown Edge Holdown Type Stress Spacing Force Nailing Type. AAA** 1 vaaai = 424.29.plf s= 31.22.in HDFaaal = 4.88,k 8d @ 4" O.C. HDQ8 DF OSB ea side BBB 2 vbbb1 = 407.39-plf Sbbb = 32.52.in HDFbbbl = 9.25.k 8d @ 3" o.c. HHDQ11 6x6 post CCC 3 vccc1 = 364.67.plf sac = 36.33.in HDFcccl = 6.13.k 8d @ 3" O.C. HDQ8 (3) 2x6 Main Floor Mk Wall Shear Sole Plate Holdown Edge Holdown lypg Stress Nail Spacing Force Nailing Type. A** 4 val 160.5•plf sa = 12.13.in I-IDFa1 = 1.18.k 8d @ 6" O.C. MSTC66B3 MST37 B 5 vbi = 544.16.plf sb = 3.58.in HDFb1 = 5.98.k 8d 4" o.c. MSTC40 EA. OSB ea side SIDE C** 6 vc1= 272.08.plf se = 7.16.in HDFcI = 3.21.k 8d @ 3" o.c. MSC66B3 or MST37 or STHD14RJ D 4 vdi = 192.48•plf sd = 10.12.in HDFd1 = 0.8Ik 8d @ 6" o.c. MST37 Above STHD14 Below E** 4 ve1 = 145.55.plf se = 48.in HDFe1 = 1.28.k 8d @ 6" 0.C. MST37 Above STHD14 Below Upper Floor AA** 4 vaai = 137.93.plf saa = 14.12.in HDFaa1 = 1.1k 8d @ 3" o.c. MSC66B3 or MST37 BB 7 vbb1 = 259.25. plf sbb = 7.51- in HDFbbl = 1.71•k 8d @ 4" o.c. MSC66B3 or MST37 CC 4 vcc1 = 127.27•plf see = 15.3-in I-1DFcc1 = 1.01.k 8d @ 6" o.c. MST37 DD 0 vdd1 = 103.19.plf sdd = 16.in HDFdd1 = —0.12.k 8d © 6" o.c. No Straps EE 0 vee1 = 37.67.plf s„ = 16.in HDFee1 = 0.15.k 8d @ 6" o.c. No Straps Page L19 NN Engineering, PS PO Box 39681, Lakewood, WA 98496 Api Gill Residence ** Reduce Shear Capacity Table 4.3A Nominal Unit Shear Capacities - (ASD) (see page 20) 7/2/2018 13518 L [0].xmcd Sheet 20 of 20 Table 4.3A Nominal Unit Shear Capacities - Hem -Fir Framing - (ASD) G = 0.43 SGadj := 1 — (0.50 — G) SGadj = 0.93 Specific Gravity Adjustment Factor Reduced Ulimtate Shear Wall Capacity. AWC SDPWS-2015 (Table 4.3.4 Max. Shear Wall Aspect Ratios 2:1 to 3.5:1) G = 0.43 SGadj = 0.93 Specific Gravity Adjustment Factor ASD Reduction Factor: 2.0 Wall AAA Seismic (DF) (!)(1)(2.J(2).7ooPIf = 437.5•plf Wall ASeismic SGadi 3.75 9 •480p1f = 186•plf Wall C Seismic 1 (-2-).(SGad) 2. 95)(1)•900p1f = 325.5•plf Wall E Seismic (•i}SGadj(2.3'89333) 480p1f = 190.13•plf Wall AA Seismic SGadj(2.2.3333\•900p1f = 217•plf \2 \ 9 i Wall EE Seismic 2.75 •SGadj 2 — 9 480p1f = 136.4.plf FastenerSpacinq -Shtq Size 8d @ 4" O.C. 7/16" OSB (2 sides) Fastener Spacing -Shtq Size 8d @ 6" O;C. 7/16" OSB (1 side) Fastener Spacing - Shtq Size 8d @ 3" O.C. 7/16" OSB (1 sides) FastenerSpacinq -Shtq Size 8d @ 6" O.C. 7/16" OSB (1 side) Fastener Spacing - Shtq Size 8d @ 3" O.C. 7/16" OSB (1 side) Fastener Spacing - Shtq Size 8d @ 6" O.C. 7/16" OSB (1 side) Page L20 Irw L12 4' Llm L11 CPIS OAR IOU Q Q / a(E) w4 NJ) / (fl (0j, m 4 \ \ WI0 (E) Lk NJ) �.' / J Q Q r 4 m 2 n i Q> i i Q i%/////////////!////!/////////!/O//%/l %//!/f/f///!///1// //J/J//1/!/////A CCC µ,•j CCC 6'•f CCC LOWER FLOOR SNEARWALLS - 1st LEVEE „'4' L1 ;' L5 rr.a L m�a \ lll6 (E) 1J2 (U1) //fill/// 1 C !4' '4 4 w 4 w o a i'4 MAIN FLOOR 5NEAR WALL5 - 2nd LEVEL 4 LI Q� 4 wur Dq ai' a/r��rati W1(E) (W) 241 tr A GC 74 r�v Cc to I////l////4 CC p/////////li C A cc 04 44 v4 UPPER FLOOR NEAR 1114115 - 3rd LEVEL SECTION 2 GRAVITY ANALYSIS �\ PO BOX 39651 • LAKEWOOD, WA 95496 • PN©NE: (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringecomcastn NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 III. Gravity Load Analysis Api Gill Residence 7/3/2018 13518 B [0].xmcd Gravity Analysis shall be based on 2015 "International Building Code" (IBC), and ASCE/SEll 7-10 Sect. 7.3 - 7.4 and "Minimum Design Loads for Buildings and Other Structures", Section 3.0 - 6.0. Design Criteria: A. Determine Dead Loads (DJ (1606): Uniform Dead Loads (DO): fr 15psf Framing Dead Load (or actual) Pto = O'Psf Concrete Topping (Floors) thk = 0.in Pti := Opsf Roof Tile pw:= 1.1psf Wall B.1 Determine FLoor Live Loads (L) ( IBC Table 1607.1 & ASCE Table 4-1 ): llf := 40psf Floor Live Load lig := 55psf Garage Slab on Grade lld := 60psf Deck Live Load Ilgc := 30001b Garage Concentated Load (4.5in x 4.5in area) Ha:. 100psf Assembly Areas 11'8,:= 22501b Garage Concentated Load (per wheel) - storage B.2 Determine Adjusted Uniform Snow Loads (L) (ASCE Ch. 7) Roof Snow Load - (Ground Snow load pg 20psf ; Site elevation < 700ft) p := 0.7•Ce•Cvl•pg Flat Roof Snow Load (ASCE Eqn. 7-1) Ce := 1.0 - Exposure B Table 7-2 Ct := 1.1 - Table 7-3 Obstructed non -slippery surface - Heated space (ventilated) I := 1.0 - Importance Table 7-4; Category II per table 1-1 Pf := 0.7•Ce.Ct.I.pg Ps := Cs.Pf pg 20psf ,(I•pg),(20psf• P"f':= if(Pf > w,Pf,w) Sloped Roof Snow Load (ASCE Eqn. 7-2 Warm Roofs) Cs:= 1.0 (ASCE Table 7-2a; < 4:12 to 7:12 roof pitch p's = 25,psf Min. (Heated Ventilated space) pg := 20psf (Ground Snow load per ASCE Fig. 7-1) w:= 25psf (Min. Roof Snow load per local jurisdiction) pf = 15.4.psf p'f = 20.psf min. p"f = 25.psf min. Floor Dead Load (Df): Df = 15.psf Floor Live Load (Lf): Lf = 40psf Roof Dead Load ( Dr): ID, = 15.psf Roof Live Load (Lr): Lr = 25.psf TOTAL FLOOR LOAD ( TLf): TLf = 55psf TOTAL ROOF LOAD ( Mr): TL, = 40.psf Page B1 NN Engineering, P.S. 4x8 Sawn Beam - B2 Dr = 15.psf L, = 25.psf TL, = 40.psf : TLt w.L2 AV/ww:= 8 Allowable Stresses (adjusted) DF#2 w 180.plf Maim = 810 Mb Api Gill Residence 7/3/2018 PO Box 39681, Lakewood, WA 98496 13518 B [0].xmcd 4x8 Sawn Beam - B1 /6:= 6•ft t := 3.5in h := 7.25in = Dr15PSf L, = 25.psf TL, = 40.psf t, := 5.5ft w := TL„.t„, AAA/ . mmax:— w = 220.plf WDL := Dr' tw wDL = 83'Plf w.L2 Mmax = 990 ft.lb Vmax := w.(—L — Vmax = 527.081b 8 2 Rmax = 660.1b Allowable Stresses (adjusted) DF#2 Fb := 900.psi Fv := 180.psi CD:= 1.15 Cm := 1 c;= 1 CI, := 1.0 CF:= 1.2 Cfu :=- 1 Ci 1.0 Cr := F'b := Fb•CD.Cm•Ct•CL•CF•Cfu•Ci•Cr F'b = 1242.psi := 1.0 := Fv.CD.Cm.CI.C; F'v = 207.psi E' := 1600000.psi.C'1 E' = 1600000.psi Mmax Sreq 9.57. in3 < S = 31.in3 OK Sreq Sreq := Fib Vmax.1.5 Areq Areq = 3.82. in2 < A = 25. in2 OK Areq F'v — 15.05.% A 5.w.L4 lreq = 13.37.in4 < I = 111.in4 OK Ireq ireci 384•E'•An, = 12.02•% = 3.5in h := 7.25in 4.5ft 240 L .= 6•ft Dr.t, isywox,= .w. — 2 — 31.2% wDL 68•plf Vmax = 431.25.1b Rm= 540.1b Ay:= 900.psi 180.psi Acjk:= 1.15 Aca,:= 1 Acole 1 „c:= 1.0 a:= 1.2 c44,:= 1 AcAv:= 1.0 c;= 1 ZAA:= Fb•CD•Cm•Ct•CL•CF•C•Ci•Cr F'b = 1242.psi L= Fv.CD.Cm.q.Ci = 207.psi ,:= 1600000.psi•C'1 E' = 1600000.psi — Mmax Sreq Fib Vmax.1.5 Areq Fiv 5.w.L4 imq 384•E..A Sreq = 7.83.in3 < S = 31. in3 OK Sreq 5— 2 .51% Areq = 3.13. in2 5, A = 25.in2 OK Areq — 12.31% A I req = 10.94.in4 < I = 111•in4 OK Ireq = 9,84.% '= 1• 0 AnnAn• 240 Page B2 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 3-1/2 x 7-1/4 Microllam Beam (LVL) - B3 Dr = 15•psf L = 25•psf TL, = 40•psf A,Nyv:= TLet,„ w•L2 Aighwiv:= —8 Allowable Stresses (adjusted) w = 720•plf Mmax = 3240 ft• lb Api Gill Residence 7/3/2018 13518 B [0].xmcd L .= 6•ft Am/ XR4Vc= w1,-2 2600•psi A= 285•psi 1900000•psi 2.'40;= Fb•CD•Cm•Ct•CF F'b = 2990•psi &:= Fv•CD•Cm•Ct•CH Mmax Sreq := Fib Areq F', Fiv= 328•psi 3.5in bA:= 7.25in 18ft WDL = 270'Plf Vmax = 1725.1b 1.15 cor4A:= 1 A54A:= 1 Ac4;= 1 CH := 1 ITT := Sreq = 13•in3 < S = 31•in3 OK Areq = 7.89•in2 < A = 25•in2 OK 240 Sreq — 42.41.% Areq — 31.11•% A 5.wL4 Ireq ,Ireq = 36.83.in4 < I= III.in4 OK Ireq 384.E'—ATL = 3-1/2 x 7-1/4 Microllam Beam (LVL) - B4 ‘;= 9•ft t:= 3.5in k:= 7.25in D=15•psf Lr25PSf TL, 40•psf ,,N44:= -FLO, w•L2 MAgy:= 8 Allowable Stresses (adjusted) 2600•psi 1;= 285•psi S,14\:= Fb•CD•Cm•Ct.CF Ar6x4:= Fv.CD.Cm.Cr.CH Mmax Sreq := Fb Areq Vmax•1.5 F'y 5.w.L4 ireci 384•E'•Au w = 220•plf Mmax = 2227.5 ft•lb Au6:= Dr•tw V — ivoieme;— 2 K:= 1900000psi F'b = 2990•psi F', = 328•psi Zpv:= 1.15 AC.44: = 1 • Acia,:= 1 Sreq = 8.94•in3 < S = 31•in3 C1K Areq = 3.92•in2 < A = 25•in2 OK Ireq = 37.98•in4 < 1= 111. in4 OK := 5.5ft WDL = 83.Plf Rmax = 2160.1b 857.08.1b Rmax = 990.1b Sreq — 29.16.% Areq - — 15.46.% A lreq = 34.17.% Page B3 NN Engineering, P.S. Api Gill Residence 7/3/2018 PO Box 39681, Lakewood, WA 98496 13518 B [0].xmcd Sawn Beam - B5 12•ft Dr = 15•psf Lr = 25•psf TLr = 40•psf w� := TLr 7.5•ft w2 := TLr4.5•ft Sawn Beam Properties - wl = 300•plf w2 = 180•plf Pi := 1.3k a := 6.ft d := 6.ft ,;= 900.psi Fes= 180.psi = 1 := 1= 1:= 1.0 = 1.2 ,:= 1;= 1.0;= 1 Fb•CD•CM•CI•CL•CF•Cf„•Ci.0 , := FvCD•CM•Cr•Ci ,:= 1600000•psi•C; 2 1 0 - 20 Shear Diagram r i 5 10 15 x(8) RL = 2.3•k RR = 1.9•k Vmax = 2.3•k F'b = 1080•psi F'v = 180•psi E' = 1600000•psi 10 8 6 4 2 Moment Diagram 00 5 10 15 ',rw' Mmax = 8.2•k•ft BEAM SELECTION ,tA;= 5.5.in (beam thickness) AzA:= 11.25•in (beam depth) USE t = 5.5.in 240 5•weq•L4 384•E1•I x h = 11.25•in BEAM Sfeq = 91.33•in3 < S = 116•in3 OK OTL = 0.2•in Afeq = 18.92•in2 < A = 62•in2 OK Beam Stresses f„ = 30.6•% fb = 78.7•% . Ireq — = 34.01•% I Ireq = 221.94•in4 < I = 653•in4 OK 1.0 Page B4 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 6x12 Sawn Beam - B6 Dr = 15•psf Lr = 25•psf TLr = 40•psf w:= TLr•tw Ms/Wv:= w8 2 w = 180.plf = 2722.5 ft•1b Allowable Stresses (adjusted) DF#2 = 875•psi ;= 170•psi := Fb•CD•CM•Ct•CL•CF'Cfu•Ci•Cr = Fv'CD•CM'Ct•Ci := 1600000•psi•C'i Mmax Sreq .— Fib Vmax' 1.5 Afeq = 1.15 Api Gill Residence 7/3/2018 13518 B [0].xmcd 2 •= 11 • ft gm, = F'b = 1207'psi F' = 195•psi E' = 1600000.psi Sre 27.06•in3 < S = 116•in3 OM Sreq q —23.31% Afeq = 6.3•in2 < A = 62•in2 OK Areq — 10.1.8 F'y A 5•w•L4 Ireq 384•E'•6TL .= 5.5in = 4.5ft 11.25in wDL = 68•plf Vmax = 821.25•lb Rmax = 990.1b = 1.0 1.2 6x10 Sawn Beam - B7 Dr = 15'psf Lr = 25•psf TLr = 40'psf W = TLr•tw �'— w82 w = 180•plf = 1822.5 ft• Ib Ire 67.38•in4 < I = 653•in4 OK Ireq q=10.31% AID= 9.ft i$,;= 5.5in 2i := 9.25in = 4.5ft wvAln= Dr tw (21' wDL = 68•plf Vmax = 671.25.1b = 1.0 ,;= 1 AQ:= 1.0 L _ AW4A ' 240 Rma = 810.1b Allowable Stresses, (adjusted) DF#2 Fes:= 875•psi = 170'psi ;= 1.15 = 1y= 1 := 1.0 := 1.2 := 1 = 1.0 = 1 := Fb•CD•Cm•CfCL•CF. Cfie Ci'Cr Fib = 1207•psi := 1.0 := F 'CD•CM•Ct•Ci F'v = 195•psiAA"_ L • 240 KA:= 1600000•psi•C'i E' = 1600000•psi Sreq Mmax Fib Vm 1.5 Areq F�v _ 5•w•L4 Ireq 384.E'•OTL Sreq = 18.11•in3 S = 78•in3 OK. Afeq = 5.15•in2 < A = 51•in2 OK Ireq = 36.91'in4 < I = 363•in4 OK Page B5 Sreq 23.09.% S Areq —10.12•% A Ireq =10.17•% I NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 7 x 16 LVL Micro -lam Beam (LVL) - B8 Api Gill Residence 7/3/2018 13518 B [0] xmcd -= 18.5-ft t .= 7in h := 16in Df = 15 psf Lf = 40-psf TLf = 55-psf TLr = 40-psf twf:= 16.5ft (floor) := oft (roof) NWw:= TLf-t ILO w = 908•plf uw= Eoftwf + = 248-p1f 2 := = 38823.98 ft-Ib 8 Allowable Stresses (adjusted) F := 2600-psi F .= 285-psi E' := 1900000-psi Fb• CD' Cm. Ct• CF Fv-CD-Cm-Ct-CH Mmiax Sreq . Areq Vmax-1.5 F', 5-w-L4 84-E'-/ITL Fb = 2990-psi = 328-psi (L — h Vmm,= 7184.384b Rmax = 8394.38-lb \ 2 j := 1.15 := 1 1 := 1 240 Sreq = 155.82-in3 < S = 299-in3 OK Areq = 32.88,in2 Ireq = 1360.88-in4 7 x 16 LVL Micro -lam Beam (LVL) - B9 w := TLf-t + TLe AW A= 112-in2 --OK Sreq - — 52.17-% Areq A I = 2389-in4 OK Ireq, — 29.36-% L := 13-ft lv:= 5.25in A4:= 16in Df = 15-psf Lf = 40-psf TLf = 55-psf TLr= 40-psf := 16.5ft (floor) WDL = 248-plf w-L2 Acog/:— 8 Allowable Stresses (adiusted) F 2600-psi F 285-psi E' := 1900000-psi Fb = 2990psi Ftv = 328.psi w = 908•plf 4,44,A:=Dftyj + Drtwr Af,Ae Fb. CD- Cm. Ct. CF := Fv- CD.CM. CV CH • Mmax Sreq F,b Vmax-1.5 Areq Ft, 5-w-L4 384-E.-Au = 19170.94 ft-lb Sreq = 76.94-in3 :=W. — — h Vmax = 4688.75-lb j := 1 gsy:= 1 L 240 S = 224-in3 OK Sreq - — Areq = 21.46-in2 < A = 84.in2 OK Areq — — 25.55-% A lreq = 472.21-in4 < I= 1792-in4 OK Ireq = 26.35-% 1 := oft (roof) Rm 5898.75.1b Page B6 Sreq := Fb NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Api Gill Residence 7/3/2018 13518 B [0].xmcd 3-1/2 x 16 LVL Micro -lam Beam (LVL) - B10 2)-= 8•ft Df 15.psf Lf = 40.psf TLf = 55.psf TL, = 40.psf w = 303.plf zu:= + Dr.t TLrtwf + TL,. w.L2 Atmii= -8 M= 2420 ft. lb Allowable Stresses (adjusted) /= 2600.psi = 285.psi Fb.CD•Cm.Ct'CF Fv•CD•Cm•Ct.CH Mmax Vma.,. 1.5 Areq := F', 5. w. L4 384.E.L1 1900000psi F'b = 2990.psi F', = 328.psi ;= 3.5in := 16in 5.5ft (floor) woL = 83*P1f t 0ft (roof) Mige; L — — h] Vmax = 806.67.1b = 1210.1b \ 2 240 Sreq = 9.71. in3 < S = 149.in3 OK Sreq — Areq = 3.69.in2 < A = 56.in2 OK Areq — 6.59% A Ire = 36.68-in4 < I= 1195.1n4 OK freq — = 3.07-% 4x10 Sawn Beam - B12 & B13 Df = 15.psf Lf 40. psf TLf = 55.psf w NW :-= TLf.twf + TLetw, w = 358•plf 20,;= 6.ft TL, = 40. psf Drtwf + Dr. 1,A:= 6.5ft := 9.25in (floor) wbt, = 98'Plf ( w•L2 Xamii:= 8 = 1608.75 ft. lb w. —2 — h) Vmax 796.93.lb Rmax = 1072.5. lb Allowable Stresses (adjusted) DF#2 ,= 850.psi ,,Fv#,:= 180.psi z= 1600000.psi 2w= 1 ,= 1.2 4,:= Fb•CD•Cm•Ct•CF Ftb = 1020.psi A,klA I c;= 1 A.444,,,,:= Fv.CD.Cm•Ct.CH F', = 180.psi 240 Mm Sreq :— Sreq = 18.93.in3 S =50.in3 OK Sreq F'b — 37.92.% S Areq,, V,.1.5 Areq6.64. in2 < A = 32.in2 OK Areq = — 20.51.% A 5.w.L4 ireci lreq = 21.72.in4 < I= 231.in4 OK Ireq 384•E'.6. = 9.41,Q/a 1 := 0ft (roof) Page B7 NN Engineering, P.S. PO Box 39661, Lakewood, WA 98496 Micro -Lam (LVL) Beam - B11 I,;= 8.ft Df = 15•psf Lf = 40•psf TLf = 55•psf Api Gill Residence TLf• 1.3333•ft + 250p1f w1 = 323•plf TLf' 1.3333•ft + 410plf w2 = 483.33•p1f RR 7/3/2018 13518 B [0],xmcd ,= 1.1k := 2.5•ft = Olb k:= 4.ft P4,:= Olb c&:= 6•ft d:= 2.5•ft Microllam Beam Properties - Fes;= 2600•psi Fes;= 285•psi Fes:= 1900000•psi Fb•CD.Cm•Ct•CF Fib = 2600•psi ,w;y.A:= FV.CD•CM.Ct•CH ' F'„ = 285•psi = 1 Acck.= 1 Ack,:= 1 Ac4v:= 1 1 0 —2 Shear Diagram i r 2 4 6 8 x(ft) RL=2.4•k RR=2.2•k Vmax = 2.4•k Moment Diagram BEAM SELECTION = 3.5.in 1 := 9.25•in 240 (beam thickness) (beam depth) 5•weq•L4 '" 384E'I = 0.13•in Beam Stresses = 38.2•% fb = 46.9•% Ireq = 33.31•% I USE t = 3.5.in x h = 9.25 • in BEAM Sfeq = 23.42•in S = 50•in3 OK Afeq = 12.38•in2 < A= 32•in2 OK req = 76.9 in4 < I = 231•in4 OK Page B8 RL = 6•k Vmax = 6.9.k NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Parailam (PSL) Beam - B14 I:= 16•ft Df = 15•psf Lf = 40•psf TLf = 55•psf Api Gill Residence 7/3/2018 13518 B [0].xmcd w:= TLf•6•ft w1 = 330•plf := TLf•8•ft + 433p1f w2 = 873•plf RR Tviv:= Olb ,&:= 2•ft Pv,)= 0lb tk:= 4.ft = Olb cam:= 6•ft c41: 2•ft Parailam Beam Properties - := 2900•psi= 290•psi Ems":= 2000000•psi ,{ = Fb•CD•CM•Ct•CF Fib = 2900•psi KA,:= FV.CD•CM•Ct•CH F', = 290•psi Shear Diagram Moment Diagram 30 20 10 5 10 15 20 00 x(ft) RR = 6.9•k 10 15 20 Mmax = 27.4•k•ft BEAM SELECTION 5.25•in := 14•in 240 (beam thickness) (beam depth) 5•weq•L4 384•E'•I USE t = 5.25•in x h = 14.in BEAM 6•in S= 171•in3 aK = 0.53•in Areq = 35.77»in2 ¢ A = 74•in2 OK Beam Stresses f= 48.7•% f = 66.1•% Ireq b — = 65.72• 1 feq = 788.99• in4 1201•in4 OK Page B9 N N Engineering, P.S. PO Box 39681, Lakewood, WA 98496 5-1/2 x 16-1/2 Glu-Lam Beam - B15 Areq w := TL MN Api Gill Residence 20.5.fl: t;= 5.5in 21:. 16.5in Df 15•psf Lf = 40.psf TLf = 55.psf TL, = 40.psf := 12.5ft (floor) w = 688.plf Df•t + Dr. + TL • w.L2 8 IL \ = 36115.23 fi•lb V .= — — h Vim= 6101.56.1b ,w4l041M 2 Allowable Stresses (adliusted) F •,= 2400•psi Sm:= 265•psi ' := 1800000•psi.C, Fb•CD•Cm•Cr.CL•Cv•Cfe•Cc F = 2400.psi ' Fv.CD•Cm•C, = 265•psi MIT= Sreq Sreq 180.58•in3 < S = 250.in3 OK F'b Vre1.5 FI v 5.w.L4 ireq 384.E.A Areq = 34.54It-12 < A — 91-in2 OK Irea = 1480.72. in4 < I = 2059- inzi OK WDL = 188•plf 7/3/2018 13516 B [0].xmcd Oft (roof) 240 w•L..5 Rm= 7046.88.lb Zw= 1 = 1 c; = 1 c4A:= 1.0 C, := 1 C := 1 C : = 0.964 Sreq Areq A — 72.36% TL = 1.03.in — 38,06.°/0 ADL = 0.28.in Ireq = 71.91% Assumed OK 5-1/2 x 10-1/2 GIu-Lam Beam - B16 L-= 11.ft L:= 5.5in h := 10.5in Df = 15.psf Lf = 40•psf TLf = 55.psf TL, = 40•psf :. 6ft (floor) := Oft (roof) w N:= TLf.twf + TL,. w = 330•plf z146:= Df• tv,f + DO wot = 90'Ni L W 240 .L..5 Rm= 1815.1b w.L2 al"Nv:— 8 IL = 4991.25 ft lb V .= w, — — h Vn,,, = 1526.25.1b ANAPAv Allowable Stresses (adiusted) 2400.psi 265.psi E' := 1800000.psi•C1 Fb•CD•Cm•Ct• Cv•Cfu• Ce F'b = 2400psi Fv.CD.Cm• Cr F'v = 265.psi Mmax Sreq FibSreq Sreq = 24.96.in3 < S = 101. in3 OK s — 24,69.% Vm,,. 1.5 Areq F'v 5.w.L4 84.E.A Areq — 8.64. in2 < A — 58.in2 OK Ireq 109.81. in4 < I = 531.in4 OK 1 cmA:= 1 cis:;= 1 1.0 1 1 „: = 1 Cvact = 1.074 Areq — 14.96.% A = 20.7.% 1 0.55.in ADL = 0.15.in Assumed OK Page B10 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 4x10 Sawn Beam - B17 & B18 Api Gill Residence 7/3/2018 13518 B [0].xmcd • ft 3.5in k:= 9.25in Df = 15.psf Lf = 40.psf TLf = 55.psf Ur = 40•psf ,t,y4:= 14ft (floor) AAA/w:= TLftwf + now, w• L2 41,44w:= 8 w = 770.plf Drtwf + Drt WDL = 210•plf Mmu = 866.25 ft. lb X:= w•(-2 — h Vm561.461b R= 1155.1b Allowable Stresses (adiusted) DF#2 = 850.psi L= 180.psi 1600000.psi c014)..= 1 ,K,J,4:= Fly CD•Cm•Ct•CF Feb = 1020.psi Ackin:= 1 Ac44,;= 1 Kx„:= Fv•CD•Cm.Ct.CH Fe, = 180•psi MMaX req Feb Sreq = 10.19. in3 < S = 50. in3 OK S Vmdx• 1.5 Areq Fiv 5.w.L4 req I 384•E'.ATL 1.2 L A .= motRA• 240 Sreq — 20.42•% Areq = 4.68. in2 < A = 32.in2 OK Areq — 14.45•% A Ireqi= 5.85. in4 I = 23 1 .in4 OK I ma = 2.53.%' t .= 0ft (roof) ivwc,A• Page B11 NN Engineering, P.S. Api Gill Residence 7/3/2018 PO Box 39681, Lakewood, WA 98496 13518 B [0].xmcd 7 x 14 PSL Beam - B19 Imo;= 14.5.ft Df = 15•psf Lf = 40•psf TLf = 55•psf TLr = 40•psf t,A:= 6.5ft (floor) t:= Oft (roof) w, = TLft%yf + TLr tw, w = 358•plf Av446:= Dftwf. + Dr tN,r WDL = 98•plf LVL Properties - ,,= 2900•psi F,= 290•psi Fes' := 2000000•psi Fb•CD•CM•Ct•CF Fib = 2900•psi := FvCD•CM•Ct•CH F'v = 290•psi Shear Diagram RL = 6.1.k x(8) RR = 5.1.k V „a = 6.1•k BEAM SELECTION := 5.25 • in k:= 14•in (beam thickness) (beam depth) 240 5•weq•L4 384E'•1 Beam Stresses fy = 43•% nX = 1 AcA;= 1 Moment Diagram ..ray Mm = 30.2•k•ft USE t = 5.25•in x h = 14•in BEAM Sfeq = 125.054n3< S = 1711n3 OK OTL = 0.48•in Areq = 31.6•in2 fb = 72.9•% Ifeq = 65.7•% A = 74in2 4K Ifeq = 788.73•in4 < I = 1201•in4 OK ?,1;= 6k = 6•ft Page 812 NN Engineering, P.S. Api Gill Residence 7/3/2018 PO Box 39681, Lakewood, WA 98496 13518 B [0].xmcd Parallam (PSL) Beam - B20 = 6•ft Df = 15•psf Lf = 40•psf TLf = 55•psf = 1270p1f w1 = 1270•plf 990p1f w2 = 990•p1f RR Parallam Beam Properties - = 2900•psi;= 290•psi Fes:= 2000000•psi , := Fb•CD•CM•Ct•CF F'b = 2900•psi := F, CD•CM•Ct•CH F', = 290•psi Shear Diagram 2 4 6 x(ft) RL=4.2•k RR=5.6•k Vmax = 5.6•k Moment Diagram Mmax=7kft BEAM SELECTION " M;= 3.5.in (beam thickness) := 11.875•in (beam depth) _ 240 5 • weQ• L4 A :_ 384•E'•I ATL = 0.05•in Beam Stresses f,, = 70.1.% fb = 35•% Ireq = 15.38•% 1 USE t = 3.5.in x h = 11.88.in BEAM Sfeq = 28.78•in3 < S = 82•in3 ' OK Areq = 29.16•in2 < A.= 42•in2 OK I feq = 75.12•in4 < I = 488•in4 OK Page B13 L:= 5•ft 4•ft ram:= 6•ft d:= 5•ft • NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 Api Gill Residence 7/3/2018 13518 B [0].xmcd 5-1/4 x 11-1/4LVL Beam - B21 L := 9.ft Df = 1.5.psf Lf = 40.psf 'TLf = 55.psf TL, = 40.psf := 0ft (roof) w = 73.plf Dt Det WDL = 20'Plf 16in (floor) w NW := TLr twf + TLet LVL Properties - g= 2600.psi 285.psi ,:= 1900000.psi Fb•CD.Cm.Ct•CF Fb = 2600.psi Fv• CD•Cm•Ct.CH = 285.psi Shear Diagram 0 — 2 — 4 — 6 — 80 1 1 1 I 2 4 6 8 10 x(ft) RL = 2.2•k RR = 6.9,k Vm = 6.9.k BEAM SELECTION .5.in : 14.in (beam thickness) (beam depth) 240 5.weq.L4 384•E'.1 Beam Stresses 73.7.% b = 54.8.% = 0.13.in Ireq — 28.93•% = a:= 1 SA,:= 1 Moment Diagram 15 10 5 0 — 5 0 2 4 6 8 10 = 13.6.k.ft USE t = 3.5.in x h = 14.in BEAM •_-_-_-_________ Sreci = 62.681n S = 114.in3 OK Areq = 36.12.in2 < A = 49.in2 Ireq = 231.57.in4 < I = 800i-n4 SAv:= 8.4k 1:= 7.ft Page B14 NN Engineering, P.S. PO Box 39681, Lakewood, WA 98496 6x12 P.T. Sawn Beam - B22 Api Gill Residence 7/3/2018 13518 B [0].xmcd 13•ft Df = 15 psf Lf = 40 psf TLf = 55 psf TLr=40pSf (42psf + 11,1)4 TL .t w 238 plf 4/444,0,:= D + Dr. T 2 Mm = 5027.68 ftlb 8 )":= 14-2 Allowable Stresses (adiusted) DF#2 2)44:= 875.psi = 170•psi c4:= 1 S,44‘:= 1 c;= 1 1.0 1.2 KAA:= Fb•CD•Cm•Ct• Cu CF. Cfu•Ci•Cr F'b = 840 psi Kv:= Fy.CD•Cm•Ct•Ci = 136 psi A= 1600000-psi•C'i E' = 1520000 psi Mmax Sreq :— Sreq = 71.82 in3 S = 116 in3 OK Fb Vb.m.1.5 Areq := Areq = 14.6 in2 < A = 62 in2 OK F', Ire(' 384•E'•LITL 5.w.L4 lreq = 154.8 in4 < I = 653in4 OK 5.5in h := 11.25in 1,4:= 2.3333ft(floor) r \Aim = 35 PIT 1323.86 lb Sreq —61.91% Areq — 23.6 % A I req = 23.72% t .= 0ft (roof) AmaA• 1 Rem = 1546.98 lb /= 0.80 &;= 1 ZA:= 0.95 AL 240 Page B15 160' UP IV RAP 4E04 4'COMTE SLOB 55 / 4P4uEL FL MR C0F4CTE0 EARN . 02E kg 50/95001 0' TT F401 DE r 130 4' CONC. OI G MIL VAPOR 545)119ER 01 4'GRAVJLAR FILL 1 y.i 4' COS^ 0/ G MIL VAPOR BARRIER 0/ 4' GRA3JLAR FILL 0 °v s1 IO//VlE, 7 1 6 CCNI.F�191E 110 Al .1 — 1 11N0 PI 40.0 3 PASEME T FO par 0 a LEVEL 1 Al FLOOR FRA P 13s1g) PPER FLOOR FRAY 6 PLA 01b b I1� Roo' R4 Y G FLA\ SECTION 3 FOUNDATION DESIGN 1/4PO BOX 35681 • LAKEUIOOD, WA 58456 • PHONE: (253) 581-3381 • (253) 250-6651 (cell) • nnengineeringec©mcastnet %% 9'-0.5" Retaining Wall Design IV. RETAINING WALL REINFORCEMENT DESIGN Design Criteria (per Geo-tech or IBC): Soil/Concrete Properties: Active Pressure A. := 35pcf (yielding condition): Active Pressure Apr := 50pcf (restrainied condition): Passive Pressure: Pp := 300pcf addl / A / / 'Fss' 7/3/2018 RW.1 9ft-.5in Inverted.xmcd Sheet R1 Concrete Compressive Strength: Steel Yield Strength: Coefficient of Friction: Weight Density of Soil: Weight Density of Conc.: Soil Bearing Pressure: cc:. 2500psi f := 60000psi Y 11:= 0.3 -is := 110pcf -y, := 150pcf Pb := 1500psf STEM WALL AXIAL LOAD PII •y/N7 •//// \ \ / / \ / / \ - // / / \ I / / I "Fw"\ VN • • TRANSv. REINF. • "F LONGIT. REINE 'T" I II A 11.91 (2) TOP 'As1' 'As2" 'ci(max.)' Typical Section: Page R1 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Loact Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): Retaining Wall Design a:= 9.0417ft = 8in W .= 5.75ft ht := 12in Hstem = 9.708 Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 7/3/2018 RW.1 9ft-.5in Inverted,xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: 4 ft Key Depth: Pdi := OPIf Pii:= OPIf Fs := (W — B — T)•(H + hsurch F:= (Hstem)•T'Ic Ff W.thk.1, Ft := B.ht.ls) + (B.Oin) PT := Ff Fs + Fw + Ft + (Pdi Faddl := hsurcharge' Ap' lft Fah Ap JH + thk)2 ..5 Fat := Apf(ht + thk) ..5 Fpt := Pp. (thk + ht) • . Feq : 6Hpsf ge (Faddl) (Feq) I -I:= Sin thlc := 10in B := W — heel — T 1:= 0ft Fcil = O'Plf P11=0.plf Fs = 1160.4.plf Fw = 970.8p1f Ff = 718.8•plf Ft = 430.8333•plf PT = 3280.7715 •plf Paddl = O'Plf Fah = 1706.5.plf Fat = 58.8194-p1f Fpt = 504.1667•plf Feq = 54.2502. plf Page R2 C. Determine Overturning Moment: Heel Active Pressure Moment Arm: Heel Active Pressure Overtuming: ToeActive Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: Footing Load Moment Arm: Footing Load Moment: Toe Surcharge Moment Arm: Toe Surcharge Moment: Axial Dead Toad on Stem Moment Retaining Wall Design _ (H + thk) Mad, :- OTMah •= Fah'Maah + (Faddl + Fe OTMat Fat' Maat OTMT := OTMah -- OTMat Mas =B+T+ RMs := Fs•Mas Maw := B + T2 RMw := Fw Maur W Maf •_ 2 RMf := Ff. Maf Mai := B•.5 RMt Ft•Mat) — B — T) RMap (Pd1)'Maw 2 Total Dead Load ResistingMoment: DLRM := RM, + RMH, + E. Factor of Safety Against Overturning: DLRM FSOT OTMT F. Factor of Safety Against Sliding: (PT -PIT)•µ+Fpt FSS :— FSOT = 2.2279 t+ O.K. a 7/3/2018 RW.1 9ft-.5in Inverted.xmcd Sheet R3 Maah = 3.2917•ft OTMah = 5.8852• ft—ftk Maat=0.6111•ft ft•k OTMat = 0.0359 ft ft•k OTMT = 5.8493.— ft Ma, = 5.1667•ft ft•k RMs = 5.9951. - ft Maw = 4.25•ft RMw=4.1261• ftk Maf = 2.875 • ft RMf = 2.0664 ftk Mat = 1.9583•ft ft•k RMt = 0.8437• ft RMap = 0• ft DLR= 13.0• ft—k M ft FSS = 0.9033 ("OK" if slab resists sliding) Fah — Fat Page R3 G. Determine Bearing Pressure: R, := Ff + Fs + Ft + (I'd) P = 3280.7715.plf (DLRM) + OTMat — OTMah Ma:= I I wi ..5 - lmad I P P.e.(W..5) qt := qma„ = 978.91;75.psf (limn = 162.2204.psf Retaining Wall Design R, = 3280.7715•plf P = 3280.7715.plf Ma, = 2.1891 ft e = 8.2304.in Eccentricity at Base qt = 978.9175psf = "Toe Bearing Pressure OK" = "Heel Bearing Pressure OK" 7/3/2018 RW.1 9ft-.5in Inverted.xmcd Sheet R4 Page R4 Retaining Wall Design H. Retaining Wall Reinforcement Design: 7/3/2018 RW.1 9ft-.5in Inverted.xmcd Sheet R5 I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ao.(H — 6in)2 H u = 6.1571. ft— Kl2 ux := ' Mn := 1.6.MmM ax Factored 3 ft PerACI 14.3.2 (a): Aff„, := .0012.T.1ft Amin = 0.1152. in2 Use #5 @ 10" O.C. Maximum Design Moment: As2 := .31in2 As2.fy a :— .85.f,. T db := .5in a = 1.3129.in OM, := .9•As2•fy.(d — --a2 Development Length of Dowels: PerACI 12.3.2: db d := T — 2in — — 2 (I)Mn = 8.5266. .02. fy) .db Om. d = 5.75.in Therefore Assume O.K. Idel 12in Controls := (.0003.0db = 9.in Does Not Control Arroided evci Ap PerACI 12.3.3: Areq := Amin Aprovided := As2 -113°97 Area /AK I 1CIC Aprovided J. Horizontal Reinforcement Design Design Wall For Horizontal Span Length of 10 ft. A„.(H — 6in).L2 Artaarsf: 12 1.6.Mmax s := l0in AA/ Id, = 3.7161.in Id, 5. (thIc — 3in — db-3) = 5.5in O.K. 10ft NI, = 3.9861.—ft.lc Factored ft PerACI 14.3.3 (a) .0020. T. 1 ft Amin = 0.192.in2 Use #4 @ 12" O.C. s := l2in AN Maximum Design Moment: Asl := .20in2 cmIA,:= .5in Asl•fy a :— a = 0.7059.in MA .85. fe. T db := T 2in — —2 d 5.75.in a .9. Asl • fy• — szl)Mn = 4.8574. ft• k WTI> Mu Therefore Assume O.K. 2 Page R5 K. Check Shear: Design Bearing Pressure (qs): := Trib. Area (T Tw:= (W - B T - d).1ft Design Shear (Vu): Retaining Wall Design . .5in — 3m 2 V„ := 7/3/2018 RW.1 9ft-.5in Inverted.xmcd Sheet R6 qs = 978,9175.psf d = 6.75,in T= 0.6042•ft2 V, = 591.4293 lb Shear Capacity (4Nn): OV,:= calf, = 34931.25 lb (kV, V„ Q.K. L. Transverse Moment Steel: Maximum Moment Occurs on the Toe Side of the Wall qs.(W B — T)2 6 Maximum Design Moment: Use #4 @ 12" O.C. Ast = 12.k := ft.k = 0.3553.— ft := .20in2 := .5in s := l2in Agly a = 0.0818.in d := thk — 3in — db d = 6.5.in .9Ast•fy.(d — = 5.813241.k Omn mu Therefore O.K. Check Development Length: (PerACI 12.2.3) Id 3 40 Id = 7.2.in cb + db • db .1.1)t := 1.0 11),:= 1.0 Cb db — 2.5 ld B - 3in = 6in Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: 1.Ps .8 X := 1.0 PerACI 10.5.3, No longitudinal moment is developed in the wall, therefore use a minimum of (2) #4 Cont. Per ACI 7.12.2.1(b): Alwv:= .0018.W.thk Amin = 1.242. in2 Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing For Footing. Page R6 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Loact Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 6'-7" Retaining Wall Design 21: 6.1667ft z= 8in W .= 3.75ft ht := Din = 6.6667ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 7/3/2018 RW.1 6ft-7in Inverted.xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: Key Depth: "di := Oplf Fit := Oplf Fs := (W — B — T)•(H + hsuhjge)Ys Fw := (Fistent)•T.-y, Ff := W•thk•Ic Ft := (B•hels) + (B•Oin•-y) PT := Ff + Fs Fw + Ft + (Fdt Faddl := ftsurcharge' Ai; 1 ft Fah := Ap (H+ thk:)2•.5 Fat := Ap• ht + it*..5 Pp.(thk + h Fel := 6H.psf (Faddl) (Feq) 6in thlc := 10in B := W — heel — T 1:= Oft Pdi = O•plf PH = 0.plf Fs = 898,3•plf Fw= 666.7,plf Ff = 468.8.plf Ft = 0.plf PT = 2033.757plf Faddl = 70'Plf Fah = 857.5*Plf Fat = 12.1528plf Fpt = 104.1667,plf Feq = 37.0002•plf Page R2 6'-7" Retaining Wall Design C. Determine Overturning Moment: (H + thk) Heel Active Pressure Moment Arm: maah :- Heel Active Pressure Overturning: 3 OTMah := Fah. Manh ht + thk) Toe Active Pressure MomentArm: Maat 3 Toe Active Pressure Overturning: OTMat := Fat'Mat Faddi + Fe Total Overturning Moment: OTMT OTMah OTMat D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Ma, := B + T + Vertical Soil Load Moment: Wall Load Moment Arm: Wall Load Moment: := F'Ma Footing Load Moment Arm: Maf := RM, := Fs. Ma, T Maw := B + — 2 2 Footing Load Moment: RMf := FrMaf Toe Surcharge Moment Arm: Mat := 13-.5 Toe Surcharge Moment: RM := (Ft,Mat) Axial Dead load on Stem Moment RMap (Pdt)' Maw H + thk 2 Total Dead Load ResistingMoment: DLRM := RM, + RM, + RMf + RMt + RMap E. Factor of Safety Against Overturning: DLRM OTMT LRM OTMT F. Factor of Safety Against Sliding: FSS PT — PO' II Fpt Fah — Fat FSOT = 2.2806 O.K. FSS = 0.845 Page R3 7/3/2018 RW.1 6ft-7in Inverted.xmcd Sheet R3 Maah = 2.3333. ft OTMah = 2.37 4 ft.k Maat = 0.2778.ft ft OTMat = 0.0034. —ft, k ft OTMT = 2.372. —ft. ft Ma, = 3.25, ft ft. k RM, = 2.9196.— ft Maw = 2.4167.ft ft. k WAN= 1.6111.— ft Maf = 1.875. ft RMf = 0.8789 —ft. k ft Mat = 1.0417. ft ft. k RMt = 0 — ft k RMap = O. —ft ft. k DLRM = 5.4.—ft ("OK" if slab resists sliding otherwise "NG" when FSS(1.50) G. Determine Bearing Pressure: R, := Ff Ft, + Ft + (PM) P = 2033.757•plf (DLRM) + OTMat — OTMah Ma, :— R, A= I 1w1-5 — Imayl I P q:= — P.e.(W..5) t claw, = 873.2845.psf = 211.3859. psf 6'-7" Retaining Wall Design R, = 2033.757.plf P = 2033.757•plf Ma, = 1.4936 ft e = 4.5767.in Eccentricity at Base qt = 873.2845.psf — "Toe Bearing Pressure OK" "Heel Bearing Pressure OK" 7/3/2018 RW.1 6ft-7in Inverted.xmcd Sheet R4 Page R4 6'-7" Retaining Wall Design H. Retaining Wall Reinforcement Design: 7/3/2018 RW.1 6ft-7in Inverted.xmcd Sheet R5 I. Vertical Reinforcement Design Maximum moment occurs where footing meets wall. Ap.(H— 6in)2 H max 2 3 PerACI 14.3.2 (a): Amin .0012•T•lft Maximum Design Moment: As2 := .20in2 As2• a:— .85•fc•T db := .5in a = 0.7059•in ( ei)Mu:= .9•As2•fy, d — — 2 Development Length of Dowels: PerACI 12.3.2: PerACI 12.3.3: 'del M.= 1.8482.—ft.k Factored ft Amu =0.1152•in2 Use #4 @ 12" O.C. db d := T — 2in— — 2 d = 5.75•in cl)Mn = 4.8574•ft•k OM, Mu Therefore Assume O.K. (.02•fy\ :=(• 0 db = 12in Controls •fy)•db = 0'in Areq := Amin Aprovided := As2 Areq rovided J. Horizontal Reinforcement Design Design Wall Fa Horizontal Sow Length of 10 ft. Does Not Control Areq — 0.576 Aprovided s:= 12in ,w 'de =6.912.in (thk —3in — db-3) = 5.5in O.K. l0ft Ap.(H— 6in)•L2 41 Mu .—ft.k 12 44,4,:= 1.6•Mm= 2.6445 a, Factored ft PerACI 14.3.3 (a) A= .0020•T•lft Arum = 0.192•in2 Use #4 @ 12" O.C. s := 12in iw Maximum Design Moment: As1:= .20in2 = .5in Asl•fy := /"N .85•fu•T db d := T —2in— — 2 .9•Asl.fy•(d — a = 0.7059.in d =5.75•in (Wu= 4.8574•ft.k Nin?-- Therefore Assume O.K. Page R5 7/3/2018 RW.1 6ft-7in Inverted.xmcd Sheet R6 = 873.2845-psf Trib. Area (Tw): d d = 6.75.in = 0.4375. f12 Design Shear (Vu): Vu := qs.T, V, = 382.062 ib Shear Capacity (4)Vn): .75. (2. OV, = 22781.25 lb OV, Vu O.K. L. Transverse Moment Steel: Tw := (W — B — T — d).1ft 6'-7" Retaining Wall Design K. Check Shear: Design Bearing Pressure (cis): : thk — 3in — 2 Maximum Moment Occurs on the Toe Side of the Wall cis.(W — B — T)2 6 Maximum Design Moment: Use #4 @ 12" O.C. /fist := .20in2 fy = 12.k a :— MA .9Ast.fy.(c1 — —a •\ 2 Astly := 1.6.M„, s := 12in a = 0.1255.in thk — 3in — db d = 6.5.in irt)Mn = 5.7935.ft.k Mu = 0.2329 ft Check Development Length: (PerACI 12.2.3) Id Id = 7.2.in .5in := 1.0 := -tsb 1.0 Cb Ktr Cb Kir db j db = 2.5 Id B — 3in = 6in Therefore Assume O.K. M. Top/Bottom Longitudinal Moment Reinforcement: OM, _ Mu Therefore O.K. := .8 X := 1.0 PerACI 10,5.3, No longitudinal moment is developed in the wall, therefore use a minirnum of (2) #4 Cont. PerACI 7.12.2.1(b): Avicv:= .0018.W.thk Ar = 0.8 I.in2 Use (6) #4 bottom longitudinal moment reinforcement @ 10" max spacing For Footing, Page R6 Retaining Wall Design Criteria: Footing/Wall Properties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Load Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 4'-6" Retaining Wall Design 4ft T := 8in = 3 ft ht := Oin Hstem = 4.5ft Surcharge behind wall Traffic (passenger) 70psf Seismic: 6H psf 7/3/2018 RW.1 4ft-6in Inverted.xmcd Sheet R2 Wall height above retained soil Depth of Footing: Toe Width: Key Depth: Pdi := Oplf P11:= Oplf Fs := (W - B - T)•(H + hsurcharge)ys F,:= Ff := Ft := PT := Ff F, + Hstern)*T*-fc Faddl hsurcharge' A. 1ft Fah := Ap [(H + thk)21• .5 Fat := Ap. jht + th102- • .5 Fpt := Pp.(thk + h)2 .5 Feq := 6H-psf (Pdi (Fend (Feq) I -I:= 6in thk := 10in B := W - heel - T 1:= Oft Pdi = Oplf = 0.plf Fs = 660.plf F = 450.0.plf /IN Ff = 375.0.plf Ft = Oplf PT = 1485.plf Faddl 70•131f Fah = 408.8.plf Fat = 12.1528•plf Fpt = 104.1667.plf Feq = 24.plf Page R2 4'-6" Retaining Wall Design C. Determine Overturning Moment: (H + thk) Heel Active Pressure Moment Arm: Ma, Heel Active Pressure Overturning: ToeActive Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: D. Determine Resisting Moment : 3 OTMA Fah. Maah (ht + thk) Maat - 3 OT t := Fat' Maat H + thk) Fwd.' + Feq), 2 OTMT := OTMA OTMat Vertical Soil Load Moment Arm: Mas := B + T + (W - B - T) 2 Vertical Soil Load Moment: RM := Fs. Ma, Wall Load Moment Arm: Ma := B + —T 2 Wall Wad Moment: RM, := Fw. Ma, Footing Load Moment Arm: Ma f := — 2 Footing Load Moment: RMf := Fr Maf Toe Surcharge Moment Arm: Mai := B..5 Toe Surcharge Moment: RMt := Ft. Mat) Axial Dead load on Stem Moment RMap := (Pdi).Ma, Total Dead Load ResistingMoment: DLRM := RM RM, + RMf E. Factor of Safety Against Overturning: FSOT DLRM OTMT F. Factor of Safety Against Sliding: FSS PT - PI Fpt Fah - Fat a FSOT = 3.3572 O.K. 7/3/2018 RW.1 4ft-6in Inverted.xmcd Sheet R3 Maah = 1,611141 OTMA = 0.885 Maat = 0.2778.ft .k ft.k OTMat = 0.0034. — ft OTMT = 0.8824. —ft. ft Ma s = 2.5.ft ft.k RM, = ft Ma = 1.6667.ft RM ft. k = 0.75 — ft Mar = 1.5. ft RMf = 0.5625 ft.k ft Mat = 0.6667. ft ft. k RMt = 0. — ft ft. k RMap = 0.— ft DLRM = 3.0 f"OK" if slab resists sliding FSS = 1.3857 otherwise "NG" when FSS<1.50) .k Page R3 Retaining Wall Design Criteria: Footing/Wall P roperties: Height of Retained Earth: Wall Thickness: Total Width of Footing: Depth of Soil Above Toe: Total Stem Wall height A. Determine Vertical Loads: Floor / Roof dead loads Floor / Roof live loads Vertical Soil Load: Stem Wall Load: Footing Load: Toe Surcharge: Total Bearing Loads: B. Determine Lateral Loads: Addl Active Pressure: Heel Active Pressure Load: Toe Active Pressure Load: Toe Passive Pressure Load: Seismic Surcharge (6H): 31-7" Retaining Wall Design Nv:= 3.0833ft Z,:= 8in 2.6667ft ht := 6in Hstem 3.5833ft Surcharge behind wall 7/3/2018 RW.1 3ft-7in Inverted.xmcd Sheet R2 (Faddl) Seismic: 6H psf (Feq) Wall height above retained soil Htw := 6in Depth of Footing: thk := 10in Toe Width: B := W — heel — T Key Depth: 1:= Oft Traffic (passenger) 70psf Pdi := OPIf P11:= Oplf Fs := (W — B — T)•(H + hsurcharge)'-is F,:= (11stem).Tc Ff := W•thk•Ic Ft := (13.ftt.ls) + (B•Oin.1) PT := Ff Fs F Ft + (Fdi + Faddl := hsurcharge•Ap•ift Fah := Ap [(H + thk)21.5 Fat := ApRht + thk)1.5 Fpt := Pp.(thk + h)2..5 Feq := 61-1.psf Pdi = O'Plf Pll = 0.plf F = 559.2.plf F, = 358.3•plf Ff= 333.3.plf Ft = 55.0018.plf PT = 1305.8323.plf Faddl = n'Plf Fah = 268.5.plf Fat = 31.1111.plf Fpt = 266.6667•plf Feq = 18.4998.plf Page R2 r 3'-7" Retaining Wall Design C. Determine Overturning Moment: Heel Active Pressure Moment Arm: Math(H + thk) Heel Active Pressure Overturning: Toe Active Pressure Moment Arm: Toe Active Pressure Overturning: Total Overturning Moment: 3 OTMah := Fah. Maah Maat 3 OTMat := Fat' M OTMT := OTMah OTMa (ht + thk) 7/3/2018 RW.1 3ft-7in Inverted.xmcd Sheet R3 Maah = 1.3055. ft Faddl Fecil + thk) 2 OTMah = 0.5238 • k D. Determine Resisting Moment : Vertical Soil Load Moment Arm: Ma, := B + T + (W - B - 2 Vertical Soil Load Moment: RM, := Fs• Ma, Wall Load Moment Arm: Maw := B + —T 2 Wall Load Moment: RM := F.Ma Footing Load Moment Arm: Mai := — 2 Footing Load Moment: RMf := Fr Maf Toe Surcharge Moment Ami: mat := B..5 Mat = 0.5.ft Toe Surcharge Moment: RMt := (Ft -Mat) Axial Dead load on Stem Moment RMap := (Pdi)• Maw Total Dead Load ResistingMoment: DLRM := RM + RM RMf RMt + RMap E. Factor of Safety Against Overturning: FSOT DLRM OTMT F. Factor of Safety Against Sliding: (PT '11 Fpt FSS Fah — Fat FSOT = 4.2382 O.K. RMt = 0..0275 ft• k RMap = 0. — ft ft Maat = 0.4444. ft OTMat = 0.0138. ftk ft ft•k OTMT = 0.51 Ma s = 2.1667, ft Rmsi = 1.2115.ft.k ft Ma = 1.3334•ft RM, = 0.4778. k Maf = 1.3334.ft ft.k RMf = 0.4445.—ft .k ft DLRM = 2.2- —ft•k ft ("OK" if slab resists sliding FSS = 2.7742 otherwise "NG" when FSS<1.50) Page R3 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION COBALT GEOSCIENCES Geotechnical Investigation Proposed Single -Family Residence RECEIVED MAY 2 8 2019 14120 57th Avenue South Tukwila, Washington September 1, 2018 TUKWILA PUBLIC WORKS R CEIVED CITY OF TUKWILA MAY Z 8 2019 PERMIT CENTER GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON Table of Contents 1..o INTR.ODUCTION...........................................................................................»....,...........,1 2.0 PROJECT DESCRIVI'ION 1 3.o SI I E DESCRIPTION 1 4.0 FIELD INVESTIGATION ...................... ........n.......... .»..........,..... ......... »»».»»2 4.1.1 Site Investigation Program 2 5.o SOIL AND GROUNDWATER CONDITIONS 2 5.1.1 Area Geology 2 5.1.2 Groundwater 3 6.o GEOLOGIC HAZARDS 3 6.1 Erosion Hazard 3 6.2 Seismic Hazard 3 7.0 DISCUSSION 4 7.1.1 General 4 8.o RECOMMENDATIONS 4 8.1.i Site Preparation 4 8.1.2 Temporary Excavations 4 8.1.3 Erosion and Sediment Control 5 8.1.4 Foundation Design 6 8.1.5 Stormwater Management 7 8.1.6 Slab -on -Grade 7 8.1.7 Groundwater Influence on Construction 9 8.1.8 Utilities 9 9.o CONSTRUCTION FIELD REVIEWS 8 10.0 CLOSURE 9 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Exploration Logs GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 i.o Introduction COBALT GEOSCIENCES In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed single-family residence located at 1412o 57th Avenue South inTukwila, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for foundation design, stormwater management, earthwork, soil compaction, and suitability of the on -site soils for use as fill. The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including foundation support of the new buildings. 2.o Project Description The project includes construction of a new residence with attached garage. We have not received site plans showing proposed finish floor elevations or the location of the residence and driveway. Anticipated building loads are expected to be light and site grading will include cuts and fills on the order of 4 feet or less. Stormwater management may include infiltration devices (if feasible), detention, rain gardens, and/or detention systems. We should be provided with the plans to verify that our recommendations are valid. 3.o Site Description The site is located at 1412o 57`h Avenue South in Tukwila, Washington (Figure 1). The property consists of one rectangular shaped parcel (No. 3365900765) with a total area of about 7,70o square feet. Based on a review of historic aerial photographs, the property has previously been developed with residential structures from at least 1936 up to the early to mid-2000's. Currently, the property is undeveloped and vegetated with grasses, ivy, blackberry vines, along with variable diameter deciduous trees. There is a rockery along the south property line up to 6 feet in height. The site slopes gently to moderately downward toward the northeast at magnitudes of 10 to 25 percent and topographic relief of about 20 feet. The site is bordered to the north by residential properties, to the east by vacant land and residential properties, to the south by S. 142nd Street, and to the west by 57th Avenue South. PO Box 82243 Kenmore, WA 98028 cobaltgeo Cog mail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 4.0 Field Investigation COBALT GEOSCIENCES 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on August 25, 2018 and included excavating and sampling two test pits within the property for subsurface analysis. Site access was very limited due to heavy vegetation and existing utilities. The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the explorations are presented on the logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and non -glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of Washington — Northwest Quadrant, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Subsurface Explorations Both test pits encountered approximately 12 inches of topsoil and vegetation underlain by approximately 3 to 4 feet of loose to medium dense, silty -fine to medium grained sand with gravel (Fill?). This layer was underlain by medium dense to dense, silty -fine to medium grained sand with gravel (Weathered and Unweathered Glacial Till), which continued to the termination depths of the test pits. 2 PO Box 82243 Kenmore, WA 98028 cobaltgeoi gmail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES 5.1.2 Groundwater Groundwater was not encountered in any of the test pits. We anticipate that perched groundwater will be present at the site within 10 feet below existing grades during the winter and early spring months. Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. 6.o Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County indicate that the site is underlain by Urban Land. In general, these soils have a slight erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31st to April 1st. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper too feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, Si, Fa, and Fa. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) Ss 147.6o%ofg S, 55.2o% of g FA 1.00 Fv 1.5o Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense and very fined grained soil deposits that underlie the site have a low liquefaction potential. PO Box 82243 Kenmore, WA 98028 cobaltgeo(2 gmail.com 2o6-331-1o97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES 7.o DISCUSSION 7.1.1 General The site is underlain by fill and glacial till. The proposed residential structure may be supported on a shallow foundation system bearing on medium dense or firmer native soils and structural fill placed on suitable native soils. In general, bearing soils were observed between 3 and 4 feet below existing site elevations in our test pits. Footings should not bear on undocumented fill. Any fill should be removed fully from below new foundation elements. Infiltration of stormwater runoff is not feasible at this site. The shallow soil conditions and high likelihood of shallow seasonal groundwater limit suitability of infiltration devices. We recommend utilizing shallow systems that provide some detention and water quality function, such as bioswales or rain gardens with overflow to stormwater infrastructure. Below -grade vaults or tank systems could be utilized for detention. 8.o Recommendations 8.1.1 Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil and fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will be 6 to i8 inches. Deeper excavations will be necessary below large trees, where there were former buildings, and in any areas underlain by undocumented fill materials. The native soils consist of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. Please note that these soils are highly moisture sensitive. These soils are typically only suitable for use as fill during the summer months, as they will be above the optimum moisture levels in their current state. These soils are variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 4 feet or less for foundation and utility placement. Excavations should be sloped no steeper than iH:iV (Horizontal:Vertical) in medium dense native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 1.5H:1V, where room permits. PO Box 82243 Kenmore, WA g8o28 cobaltgeo@gmail.com 2o6-331-io97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within io feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 5 PO Box 82243 Kenmore, WA 98028 cob altgeo ra) gmail.com 2o6-331-1o97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES 8.1.4 Foundation Design The proposed single-family residence may be supported on a shallow spread footing foundation system bearing on undisturbed medium dense or firmer native soils or on properly compacted structural fill placed on the suitable native soils. If structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. For shallow foundation support, we recommend widths of at least i8 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structure. Provided that the footings are supported as recommended above, a net allowable bearing pressure of 2,000 pounds per square foot (psf) may be used for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method Di557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of i8 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed i inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of o.35 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 225 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. PO Box 82243 Kenmore, WA 98028 cobaltgeoPgmail,com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 8.1.5 Stormwater Management COBALT GEOSCIENCES The site is underlain by very fine-grained glacial deposits. These soils have a very low permeability which decreases with depth. It is likely that there will be shallow perched groundwater throughout the property that further limits infiltration suitability. We performed an in -situ infiltration test in TP-i at a depth of 5 feet below grade. Following testing and application of correction factors, the infiltration rate was o.15 inches per hour, which is lower than what the Department of Ecology considers to be feasible. We do not recommend utilizing infiltration systems at the site. We recommend utilizing shallow dispersion trenches, bio-swales, rain gardens, permeable pavements or other shallow systems to manage runoff from new impervious surfaces. Detention vaults or tanks may be necessary if adequate space isn't available for shallow BMPs. We can provide additional information upon request. We should be provided with the final plans for review. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the existing fill and/or native soils within slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). Any loose soils should be removed to a depth at least 2 feet below slab areas prior to slab -on -grade preparation. The fill should be evaluated prior to imported fill placement to verify stability. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 36oR-06 Design of Slabs on Grade and ACI 3o2.1R-o4 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 18o pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.i. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. 7 PO Box 82243 Kenmore, WA 98028 cobaItgeoPgmail.com 206-331-1097 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES 8.1.7 Groundwater Influence on Construction Groundwater was not encountered in the test pits. We anticipate that perched groundwater develops during the wetter months between layers weathered glacial till and underlying dense to very dense soils. Mottled soils were observed in all of the explorations between 4 and 7 feet below existing grades. Seasonal groundwater will likely be encountered within to feet of the ground surface. During the winter -spring months, we anticipate that sump excavations and small diameter pumps systems will adequately de -water short-term excavations, if required. Any system should be designed by the contractor. We can provide additional recommendations upon request. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty soils were encountered at shallow depths in the explorations at this site. These soils have variable cohesion and density and will have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method Di557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 9.o Construction Field Reviews Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: • Monitor and test structural fill placement and soil compaction • Observe bearing capacity at foundation locations • Observe slab -on -grade preparation PO Box 82243 Kenmore, WA 98028 cohaltgeo Pgmail.com, 2o6-331-io97 GEOTECHNICAL INVESTIGATION TUKWILA, WASHINGTON September 1, 2018 COBALT GEOSCIENCES • Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. 10.0 Closure This report was prepared for the exclusive use of Simratdal Gill and his appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Simratdal Gill who is identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. Respectfully submitted, Cobalt Geosciences, LLC Original signed by: Exp. 6/26/2020 Phil Haberman, PE, LG, LEG Principal PH/sc PO Box 82243 Kenmore, WA 98028 cobaltgeo0gmail.com 206-331-10497 APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agpt may - may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDI IIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. APPENDIX B Figures: Vicinity Map, Site Plan 10.2 PO Box 82243 Kenmore, WA 98028 cobaltgeo@ gmail.com 2o6-331-1097 z 0 O 0 N z 0 0 0 ai z 0 0 ry WASHINGTON ,t 'S 1 Oth St S 'I ;i3tti Er. tad l.7th`S S',140th.Y ;:'CT C 1i0th St 64111 St S'15Gth S <Lh,'S Ugh St S 1t77ndAt Si 113rdSi 75th_Si ©21,61Nabonal .iaehlc 2(307 le Atlas, 122°16.000' W �S•Ni3;ae1 � ,�.., 5,F e'unt5in:gr l 122'18,000' W 122°17.000' W NATIONAL GEOGRAPHIC S'--1'5 nd'S t rigor>5t 6thS 122°15.000' W WGS84 122'14.800' W and 81 �dm1 122'16,000' W 122°15,00O' W 1000 0 10 ?l 0 3900 4000 00 HET 0 Ktt04.47ERS 8 0 O 0 O m N fleam `8.;1'•26t1y z 0 0 0 ° z. 0 0 GO N WGS84122°14.000 W TN} IMN 1516° Mu.IUR4 1u Proposed Residence 14120 57th Avenue South Tukwila, Washington VICINITY MAP FIGURE 1 ll NW° Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo(klgmail.com Approximate TP-1 Test Pit Location N A Proposed Residence 14120 57th Avenue South Tukwila, Washington SITE PLAN FIGURE 2 Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeoPgnail.com APPENDIX C Exploration Logs USCS 1' 4' Test Pit TP-1 Topsoil/Vegetation M.■..........M.......M.MM......MM SM Fill SM Weathered Glacial Till ..........i..... ...M......WO* ......1,.. SM USCS 1' MMMMMMMMMMM 5' Glacial Till Test Pit TP-2 Topsoil/Vegetation •.M.MMYM. MMMMMMMMMMMMi MMMMMMMMMMM• SM Fill SM Weathered Glacial Till 8' Glacial Till SM Graphic o-i' Vegetation/Topsoil 1-4' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel and roots, dark yellowish brown to reddish brown, dry. (Fill?) 4-6' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 6-10' Silty Sand with Gravel (SM) Dense to very dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit to' No Groundwater No Caving o-1' Vegetation/Topsoil t ;' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel and roots, dark yellowish brown to reddish brown, dry. (Fill?) 5-13' Silty Sand with Gravel (SM) Loose to medium dense, silty -fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) 8-to' Silty Sand with Gravel (SM) Dense to very dense, silty -fine to medium grained sand with gravel, grayish brown, moist. (Glacial Till) End of Test Pit to' No Groundwater No Caving COBALT E ©SCIENCE S Proposed Residence 1412o 57th Avenue South Tukwila, Washington TEST PIT LOGS Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com. cobaltgeoagmail.com Alter raronilnp, .Wm to (No rem apt: 11111111111111111111111111111111111 20120823000832 RN PURNELL EAS 64.00 PAGE-001 OF 003 KING08/2S COUNTY, t War rzerr:"Ars/A___gf3_5.79s EXCISE TAX NOT REQUIRED King Colin R «, t SI) vision EASEMENT (and Maintenance Agreement) Grantor(s): Grantee(s): Abbreviated Legal Description: _Pc202.12t-1.__P_F_S 14__ a.J _TZ3�.--1if_'¢. Assessor's Property Tax Parcel or Account No: Reference No(s) of Documents Assigned or Released: Grantor of this Easement, is the owner of the real property intended to be b tF ed by this Easement and located in 4J.h4 T__________..______ County, Washington, which real property (thy' rvient Estate") is legally described as: LcCT —) 1 PiJ ro Z Rack 8, N,; . tLs sell rtat 7-jr pcc©e©i►45 d TNT PLIT 7TI +,r e, (' "AEr' fAuMIE / Vot11 of PLQI, PP6E(s)4e6 REeoeADS �iF' Ping crouevry Ahlgg(fr,b5rr�N _EV_--Srt__1T1P t•A 5�9 i&ELT_-- ' - 0,- , Grantee of this Easement, is the owner of the real property intended to be benefited by this rnent and located in i J1 4 County, Washington, which real property (the "Dominants -);%is legally described as: LoT(S) I ANn z, 13(ock 8 µfe_c.m4nts S�N�_tT« �1 ��� 7eRc:rs /4C4"9 ,VI6 To rhtE PLAT T!-1— E4•F p t7eze_e, (l.t \/oLurn(f= it or p�prs. F2,,6E.cc) at•F Freoems of kii3,5 efaa., -I11i4i(sNr►+gron! For a valuable consideration, receipt of which is hereby acknow etfed, Grantor hereby grants and conveys to Grantee, and Grantee's successors and assigns as well as lessees and ertvitees, a perpetual easement for (check all that apply): 14-ingress and egress; 14 utilities; ❑ other (describe) across, over and upon that porticip.ttlitle Servient Estate legally described as: ‘Zr- 131'Rc.1Eo ( SAL oe-sCf:tPTION t= t'4-1 l I$ I T CS.IerCfcss, e,46eess4.4nNrte. tnla-s) The use of the Easement shall be ❑ exclusive to Grantee, Grantee's successors in interest and assigns, and lessees and invitees /it nonexclusive, and the Easement will also be used by Grantor and/or others (indicate which). Grantor shall make no use of the land occupied by this Easement that would unreasonably interfere with Grantee's use thereof for the purposes described above. If Grantee must construct improvements on the Easement to allow for (OVER) 41Form No, t - Eoamanlal E5 N PART OFiAN n ASHINGT LEGAL BLANK K rtna.Com NO PAgT OF ANY WASMINGTON BLANK FORM MAY BE REPRODUCED IN ANY FORM OR BY ANY ELECTRONIC OR MECHAMCAL MEANS. use and enjoyment for the purposes described above, Grantee shall return any portion of the Servient Estate that is damaged during construction to suhstantial)y the same condition it was in prior to the damage, Grantee agrees to save and hold Grantor harmless from any 14f all claims of third parties arising from Grantee's use of the rights herein granted. Maintenance and repair of any nements constructed on the Easement to allow the use and enjoyment thereof for the purposes described above ha be the responsibility of 0 Grantee 0 Grantor 0 shared equally by Grantor and Grantee flit other (describe) _ c!it A__ tiA!L -_V__B_Y JS NA.P•1=x f c ___QJ C__1"DJ71hSa2B!__ D_RINtEA LAY---{LS£_-1PA_-_R-Y-- _,6,4_77A t__Lket.t d.L4y�tvP�_ (indicate which). Maintenance shall consist of _DPJ\II ✓.Ay I.G Jam' _A-J'EEA_4i'Lts2gi_tN Y__54PP_ ______ z.ALT__ORAN_e.S P_E� __732_ mkt K779a .____LQ .�-9a1_, 14AF/�� SAC÷fT_Y___. If either Grantor or Grantee causes any damage toltl�Easement because of negligence or abnormal use, that party agrees to repair the damage at that parry's sole ex The covenants herein contained shall run In construing this agreement, where the context so r changes shall be made so that this agreement shall apply is a corporation, it has caused its name to be signed and authorized to do so by its board of directors. IN WITNESS WHEREOF, Grantor and Grantee have DATED 08[/s 1/a STATE OF WASHINGTON, County of [61 d and are binding upon all subsequent owners thereof. s, the singular includes the plural and all grammatical individuals and to corporations. If the undersigned if any, affixed by an officer or other person duly uA1 this instrument. TOR _) ss. _J certify that I know or have satisfactory evidence that l /k,;^ h /» i4f { Cry�� spa a-'e<j1 t &i„„LI fret hn is/are the individual(s) who appeared before me, and who acknowledged that he/she/they signed : s cent and acknowl dged it to be his/her/their free and voluntary act for the uses and purposes mention t t � / ����P y Public for Washington___________ y appointment expires _____05.29 __________ DATED STATE OF WASHINGTON, County of _Ai ) ss_ 1 certify that I kfiow or have satisfactory evidence that __._ 6- r' L ' Sirs /ixs/t/'1 a otcL t rct 643-__C__CiiFs!'t/t is/are the individual(s) who appeared before me, and who acknowledged that he/she/they signed for the uses and purposes menti t,trtent and acknowle ed it to be his/her/their tee and voluntary act eR0' t. t { zed, 4 r n `Q f}�!! �'!�� *Pow PUBLISHER'S NOTE: It *Pow Pany la a core<wwwtlon, co tary Public for Washington My appointment expires ©� Cy A EASEMENT FOR LOTS 2 AND 3 FOR INGRESS, EGRESS AND UTILITIES IN FAVOR OF LOTS 2 AND 3 THAT PORTION OF LOT 1 IN BLOCK 8 OF HILLMAN'S SEATTLE GARDEN TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 1; THENCE N89°04'24"W ALONG THE SOUTH LINE OF SAID LOT 1 AND THE NORTH LINE OF SOUTH 142N0 STREET, A DISTANCE OF 51.06 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING N89°04'24"W THEREOF, A DISTANCE OF 20.00 FEET; THENCE LEAVING SAID SOUTH LINE NO1°04'28"E, A DISTANCE OF 20.00 FEET; THENCE S89°04'24"E, A LOSTANCE OF 20.00 FEET TO A POINT WHICH LIES NO1°04'28"E FROM THE TVg-E.POINT OF BEGINNING; THENCE SO1°04'28"W, A DI,CE OF 20.00 FEET TO THE TRUE POINT OF BEGINNING. 08/08/12 JOB NO. 06049 e* I11111 II IIIII 20120823000831 RN PURNELL EAS 64.00 PAGE-001 OF 003 After recording, return a nw», Andreae, apt: KING3COUNTY13WA4 ROLIF 111.A-1erfizL-- aQ1nP�n G EXCISE TAX NOT REQUIRED King Count R fds ivision By ' Deputy EASEMENT (and Maintenance Agreement) Grantor(s): AlecbltJ Grantee(s): .Sllel2-Y---S"--1��4J`t[--¢mil L-t ---_}C---_JY_tAlsttiL Abbreviated Legal Description: _t 'il ',iptu.__ctF___S4s7_Y4E _5..1'$ i�_4_E Assessor's Property Tax Parcel or Account No: T4Yt �3.k.. .QO_=G2_'2(v_� T Reference No(s) of Documents Assigned or Released: _IL _DEY___So--rndiNti_ ------------------------------------- owner of the real property intended to be County, Washington, which real property (l Loi (S) I /W a gLVGK /)C <otL OrNfi To rolsal PLAT PLA N PAg F C5) 2'f, tzEcToe os __, Grantor of this Easement, is the ed by this Easemcnt and located in ient'Estate") is legally described as: /NI St rr' eiAe.vE,4 TleAcrs RaemteDE 4 IN Vot_am,E 11 o (F oF�NJr"'7 ere 4N75/, \4.4g#4'P Tt�M � _OAL4-DEV _.S._�L�J�ta__ __ �^1}t°.Bffd�1___�. L�1C1EtL<L[sl , Grantee of this Easement, is the owner of the real property intended to be benefited by thts'Ejament and located in .klhi£ County, Washington, which real property (the "Dominant`ttat') is legally described as: LoT'Cs) t Ar.ia. z, 'Lock 8, HALL n *{ni's 5 iA_T7- L E' +-rznc:rs AccoeorraS To 7-He PST es:sse Voe.umE It ©� rEeoeais ©F !c i CeviNTY;> rft/Lt1 Tv'N For a valuable consideration, receipt of which is hereby ackn¢owl'edged, Grantor hereby grants and conveys to Grantee, and Grantee's successors and assigns as well as lessees an 1 e1'invitees, a perpetual easement for (check all that apply); lfij ingress and egress; vi utilities; ❑ other (describe)` f/� across, over and upon that porti[fic�xtte Servient Estate legally described as: SEE 47-TAcri ? 5/7L D6'Sce1Pp&tj Exiiiasr A (SAnttri sp./FR-) The use of the Easement shall be ❑ exclusive to Grantee, Grantee's successors in interest and assigns, and lessees and invitees $ nonexclusive, and the Easement will also be used by Grantor and/or others (indicate which). Grantor shall make no use of the land occupied by this Easement that would unreasonably interfere with Grantee's use thereof for the purposes described above. If Grantee must construct improvements on the Easement to allow for (OVER) Farm No. 1 - Easement ES 'l. . 2005 WesttIngpon Lapel Btenk, Portland. OR rrww.wlbtormcrom NO PART OF ANY WASHINGTON LEGAL BLANK FORM MAY BE REPRODUCED IN ANY FORM OR BY ANY ELECTRONIC OR MECHANICAL MEANS. use and enjoyment for the purposes described above, Grantee shall return any portion of the Servient Estate that is damaged during construction to substantially the same condition it was in prior to the damage. Grantee agrees to save and hold Grantor harmless from any, d all claims of third parties arising from Grantee's use of the rights herein granted, Maintenance and repair of any i vements constructed on the Easement to allow the use and enjoyment thereof for the purposes described abovee's be the responsibility of 0 Grantee 0 Grantor 0 shared equally by Sj Grantor and Grantee Jother (describe)ntj>eF.�2 ��uALLje �li�r{BAILTa#$ Maintenance shall consist of _a_LEApt1At If either Grantor or Grantee causes any damage(to Easement because of negligence or abnormal use, that party agrees to repair the damage at that party's sole e4epfe\ The covenants herein contained shall run wi4the)Ilnd and are binding upon all subsequent owners thereof. In construing this agreement, where the context so rt s, the singular includes the plural and all grammatical changes shall be made so that this agreement shall apply Iy y individuals and to corporations. If the undersigned is a corporation, it has caused its name to be signed an ttseal, if any, affixed by an officer or other person duly authorized to do so by its board of directors. IN WITNESS WHEREOF, Grantor and Grantee have d this instrument. DATED CE�SJI1L� STATE OF WASHINGTON, County of ___XL C) ah n/1 o.i. Y I certify that I k ow or have satisfactory evidence that y i j _fUr ✓YJRn✓L is/are the individual(s) who appearedbefore me, and who acknowledged that he/she/they signed this instrument and acknowJ dged it to be his/her/their free and voluntary act for the uses and purposes mentioned' Notary Public for Washington DS�9 i y y appointment expires DATED ______©ITI%S1ii --- Ittt STA1E OF WASHINGTON, County of certify that I know or have satisfactory evidence that QZ` ft__ 7ifctC__ Snn______ ______ ____ is/are the individual(s) who appeared before me, and who acknowledged that he/she/they signed this instrument and acknowledged it to be his/her/their free and voluntary act for the uses and purposes mentioncit,jahiltrmivistrument. RUSLISHEn'S NOTE: n atthar Notary Public for Washington cs. o7q My appointment expires —/ �i rm No. Qe, Corporal. AcknoMWgn .nt SANITARY SEWER EASEMENT ACROSS THE SOUTH 15 FFET OF LOTS 2 AND 3 IN FAVOR OF LOTS 1 AND 2 THAT PORTION OF LOT 1 IN BLOCK 8 OF HILLMAN'S SEATTLE GARDEN TRACTS, AS PER PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING COUNTY, WASHINGTON DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 1; THENCE N89°04'24"W ALONG THE SOUTH LINE OF SAID LOT 1 AND THE NORTH LINE OF SOUTH 142ND STREET, A DISTANCE OF 122.06 FEET; THENCE LEAVING SAID SOUTH LINE N01'04'28"E, A DISTANCE OF 15.00 FEET; THENCE S89°04'24"E, A DISTANCE OF 122.07 FEET TO THE EAST LINE OF SAID LOT 1; THENCE S01°06'13"W ALOW4,..§AID EAST LINE, A DISTANCE OF 15.00 FEET TO THE BEGINNING. 08/08/12 JOB NO. 06049 Robert N. Parnell PE 360 268-6101 p.1 RN PARNELL COMPANY - - P.O. BOX 1563 WESTPORT, WASHINGTON 98595 RECEIVED (360) 268-6101 AUG 2 2 Z011 F A X fliKwiLA WORKB To: Joanna Spencer, Public Works PUBLIC FAX: (206) 431-3665 Pages: 3 Including cover From: Robert N. Parnell, PE Phone: (360) 268-6101 FAX: (360) 268-6101 call first Date: August 21, 2012 Subject: Mann Short Plat 5708 South 142nd Street, Tukwila 98168 Sanitary Side Sewer Contractor As Built Joanna: Attached is the contractor installed sanitary side sewer As Built -Record of Construction drawing. He did not provide any red line drawings. I have added some length measurements based on my field measurements and provided sorne reference points that were not previously shown on the contractor's record drawing and added to my plans showlng changes for As Built Conditions. The side sewer is 6" diameter PVC pipe with slope of 2% upslope from the lot 3 existing 6" stub out from the existing 8" diameter city of Tukwila sanitary sewer main line within South 142 Street. As shown in the contractor's sketch, the 6" PVC side sewer parallels South 142nd Street about 5 feet north of the back of sidewalk along the north side of South 142nd Street. Each lot has a 4" PVC side sewer extending into lots 1, 2 & 3 at minimum 2% slope 35 feet length into lot 1, 35 feel length into lot 2, and 20 feet length into lot 3 with clean out pipe at end of each run that extends several feet above grade. The new 6" sanitary side sewer collector is located 5 feet from the back (north) side of the rockery. The two new water meter -setter -boxes are shown with 1" copper pipe service connection from the 6" water main to each new meter box. Two 1" CTS PE water lines extend 60 feet length into each lot for domestic and fire flow from each meter box. Lot 1 has an existing 3/4" copper service line with an upsized new %" water meter with two l'' CIS PE 60 foot long water lines for domestic and fire flow to serve a future home on lot-1. We are in the process of obtaining hydraulic fire sprinkler calculations to determine if the existing 3/4" copper service line through the new 3/4" meter will provide the 13 gpm per sprinkler head required for a new home that would be required to be sprinklered within TulcwIle. If not, then the existing 3/4" copper service line would be replaced by 1" copper tine from the meter box to the 10" water main providing 120 psi. LOG- 063 PL009- 087 l .\ Robert N. Parnell PE 360, a4g f 360 268-6101 p.2 '\ Robert N. Parnell PE ti=7.1 74:icia?„4, 7411/1‘, ••-•21f7.3$;:b t-r4. 360 268-610 •:-.1 rya-- 4,671 ' q w'4 , .1 1/ L.Ill . flM qrH g21-5( STREeT 0 0 z m City of Tukwila Department of Community Development 1/3/2022 SIMRATDAL GILL 23520 97TH AVE S KENT, WA 98031 RE: Permit No. D19-0170 GILL RESIDENCE 14120 57TH AVE S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City f Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/27/2022. Based on the above, you are hereby advised to: 1) If your project is ready for an inspection login to the City of Tukwila's Online Portal https://tukw- egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/27/2022, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank, you for your cooperation in this matter. Sincerely, Amy Wardian Permit Technician File No: D19-0170 6300 .cruithrontor Raulpimrd Stiity *IMO • Tukwiln Wnchincrtnn QRI RR • Phnny 2116-4(?1-3K7(• Far 2/16-431-3665 l_1 City of Tukwila Department of Community Development 10/1/2019 SIMRATDAL GILL 23520 97TH AVE S KENT, WA 98031 RE: Permit Application No. D19-0170 GILL RESIDENCE 14120 57TH AVE S Dear SIMRATDAL GILL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 5/28/2019, 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 EIectrical 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 UNDER REVIEW and is due to expire on 11/28/2019. 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: D19-0170 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 COBALT GEOSCIENCES August 27, 2019 Api Gill Apigi1184@gmail.com RE: Plan Review Proposed Residence 14120 57th Avenue South Tukwila, Washington Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has prepared a plan review letter for the proposed development. We have reviewed the civil plans prepared by Sazei Design Group, LLC dated June 2018. The plans indicate that stormwater will be direct connected with a 10-feet long perforated connection to City infrastructure. We understand that permeable pavements will be used for the new driveway and a large drywell for footing drains. We are in general agreement with the geotechnical related information presented in the plans based on our previous report for the project. Provided the work is performed in accordance with the plans and with periodic geotechnical oversight, there should be minimal risk to the subject property and downslope properties. Sincerely, Cobalt Geosciences, LLC Phil Haberman, PE, LG, LEG Principal CORRE LTR# TION ... rivL_U C',IY OF TUKWILA www.cobaltgeo.com SEP 2 3 2019 (206) 331 1097 R;v1IT CENTER bi •oi7o City of Tukwila Department of Community Development July 11, 2019 SIMRATDAL GILL 23520 97TH AVE S KENT, WA 98031 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 19-0170 GILL RESIDENCE - 14120 57TH AVE S Dear SIMRATDAL GILL, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Existing septic tank from previously demolished home on your parcel remains in the ground and shall be pumped empty and removed. Copy of pumping receipt shall be forwarded to the Public Woks Inspector. Formal notice shall be provided to King County Health Dept. after tank is pumped and removed. Show tank location and add note on plan. 2) Show detail of the proposed 7-ft deep dry well. Center of the 5-ft diameter hole shall be marked. Per 2016 King County Surface Water Design Manual minimum I5-ft clearance is required from any structure. Is an inspection pipe required? 3) Submit TIR requirements for pervious concrete per 2016 KC SWDM. Contact Mr. Ryan Larson, P.E., Public Works Sen. Surface Water Engineer at (206) 431-2456 directly, if you have questions. 4) On your site plan add Public Works Standard Construction Notes per attached Public Works Bulletin B2. 5) Submit plans to your Geotech engineer for review and provide a letter from your Geotech engineer that the design was performed in accordance with Cobalt Geosciences Geotech report. PW main concern is that the proposed site storm drainage design shall not negatively impact the adjacent properties. 6) Enter site construction cost (in the right of way and on private property) on the 1st page of the attached PW Bulletin A2. This info is required to establish PW permit fee only. 7) Submit contractor's information together with copy of Insurance Certificate naming Tukwila as additional insured. 8) Contractor shall have a valid business license with City of Tukwila 9) Submit a bond, check, assignment of account or other form of financial guarantee in the amount of 150% of construction cost inside the City right-of-way. 10) Applicant shall execute with notary Hold Harmless Agreement for work inside the City right of way. 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. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, andace Nichols Permit Technician File No. D19-0170 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Rachelle Ripley From: Rache|eRip|ey Sent: Tuesday, May 28' 2019 12:42 PM To: Allen ]ohannessen;A! Metzler; Maxwell Baker, Joanna Spencer Cc: Bill Rambo; Kandace Nichols; LaurieVVede Hi D18'0217for Gill Residence was submitted originally in]ukythepenmkopo|icationexpiredin]anuary.[onecdonlet&er #2 was sent out in error, after the app had expired. | created a new permit number D19'0170and used the original submittal documents. You will all receive the original plans, Corr #1 submitted in Dec, and Corr #2 submitted in May. Allen — Can you create anapproved set between all 3 submittals? A|—Youapprovedtheo' ina|xvithconditions Max —You had 2rounds ofcorrections onoriginal Joanna — You had 2rounds ofcorrections pnoriginal On�t��a�J�mp|e�a ��|�Umod�t������amw�bmU�Uda��M��� This isalittle confusing soifyou have any questions please let nneknow. Thank you, Rachelle Ripley Permit Coordinator City OfTukwila 206-433-7165 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0170 DATE: 07/11 2022 PROJECT NAME: GILL RESIDENCE SITE ADDRESS: 14120 57TH Ave 5 Original Plan Submittal Response to Correction Letter # x Revision # 2 before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division MV Public Works Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable —1 (no approval/review required) REVIEWER'S INITIALS: DATE: Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues 08/11/22 Fire Fees Apply r REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping PW 0 Staff Initials: IZ/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0170 PROJECT NAME: GIL RESIDENCE SITE ADDRESS: 14120 57TH AVE S LJ Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # 1 after Permit Issued DEPARTMENTS: -4(11-1-tildiAng Division J Public Works 144\* Fire Prevention Structural Planning Division Permit Coordinator 1:1 PRELIMINARY REVIEW: Not Applicable El (no approval/review required) REVIEWER'S INITIALS: DATE: Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: ,4'\Nati DUE DATE: 07/04/22 LJ El Approved with Conditions Denied (ie: Zoning Issues REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: BidgO Fire PtngD PwD Staff Initials: 0104Y 3 co'MP“.7-SETS coSteE, (molt! Db.-1) 12/18/2013 r" "s. PERMIT COOHD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0170 DATE: 09/23/2019 PROJECT NAME: GILL RESIDENCE SITE ADDRESS: 14120 57TH AVE S Original Plan Submittal Revision # before Pennit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Ej 14; no Public Works Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) Planning Division Permit Coordinator DATE: 09/24/19 at Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 10/22/2019 Approved Corrections Required 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 Fir Ping 0 PW 0 Staff Initials: 12/18/2013 \ PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0170 DATE: 05/28/19 PROJECT NAME: GILL RESIDENCE SITE ADDRESS: 14120 57 AVE SE Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Prk) PAN Building Division 3") afi Public Works t\-M PONO (016\ Fire Prevention Structural t.sit Panning Division Permit Coordinator F7 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 05/28/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 06/11/19 El n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PWN Staff Initials: 12/18/2013 / City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hup://www,TukwilaWA.gov REVISION/ DEFERRED SUBMITTAL Revision submittals must be submitted via paper if started as paper at the Permit Center. Revisions must be attached to your permit if started electronically at Construction Permits (amov.com). Please notify staff of your submittal by ernailingpermits@tukwilawa.gov Date: 05/05/2022 Plan Check/Permit Number: D19-0170 Dr Revision # before Permit is Issued \,[2" Revision # after Permit is Issued LI Revision requested by a City Building Inspector or Plans Examiner El Deferred Submittal # Project Name: GILL RESIDENCE Project Address: 14120 57TH AVE S Contact Person: GILL SIMRATDAL SINGH Phone Number: 206-234-3236. Summary of Revision: Drive way civil plan Copy attached Tree Revised plan Sheet Number(s): 4 copies for two revised plans "Cloud" or highlight all areas of revision including date of revision hups://tukwilawa-my.sharepoint.com/personalishana_rnarkstromiukwilawa_gov/Documents/Documents/INFO/WEBTIRevision-1)eferred Submittal Form.doc / \ / 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc ❑ Response to Incomplete Letter Response to Correction Letter # 0 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Plan Check/Permit Number: DI Revision # before Permit is Issued 9-Olio Project Name: L/ Project Address: l' { 2O 57i'4 h `5 Contact Person: S 1,41 RAIPAL S q i L L- Phone Number: 2C4 " 2 U — 3 23 ( Summary of Revision: CrLL. 5FP- RECEIVED CITY OF T UKWILA SEP 2 3 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of r ision ire Received at the City of Tukwila Permit Center by: Entered in TRAKiT on q- I C:\Users\Kandace-N\AppDatalLocal\MicrosoR\Windows\INe1Cache\Content.Outtook\QBSl9YWC\Revision SubmittalForm.doc Revised: August 2019 AW ©® CERTIFICATE OF LIABILITY INSURANCE DATE ( 09/18/2019D 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 pot#cy(ies) must 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 AGENCY 1 INSURANCE 10120 SE 260TH ST SUITE # 210 KENT WA 98030 CONTACT SAM GILL NAME: PH NE fit), 253-236-4123 AJC No 253-236 4578 E-MAIL ADDRESS: agencyl insurance@gmai , om INSURER(S) AFFORDING COVERAGE NAIC N INSURERA: SECURITY NATIONAL INSURANCE COMPANY 19879 INSURED HUSKY REMODELING LLC 20904 124TH AVE SE KENT WA 98031 INSURER B : INSURER C INSURER D : INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: 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 LTRINSR- TYPE OF INSURANCE ADDL SUBR WVD POLICY NUMBER POLICY EFF MI (MOD/YYYYj POLICY EXP (MWDD/YYYY) LIMITS GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY NA 166670700 02/15/2019 02/15/2020 EACH OCCURRENCE $ 1,000,000 X DAMAGE TO RENTED PREMISES (Ea occurrence) $ 100,000 CLAIMS -MADE X OCCUR MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLES PER: PRODUCTS - COMP/OP AGG $ 1,000,000 X POLICY PRO-LOC JECT $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS SCHEDULED AUTOS NON -OWNED AUTOS X COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ UIM BI PD-CSL $ UMBRELLA LIAB� IA EXCESS LB OCCUR EACH OCCURRENCE $ CLAIMS -MADE $ AGGREGATE $ DED RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) It yes, describe under DESCRIPTION OF OPERATIONS Y / N N / A WC STATU- OTH- TORY LIMITS ER_ E.L. EACH ACCIDENT $ — E.L. DISEASE - EA EMPLOYEE $ below E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS 1 LOCATIONS 1 VEHICLES CORRE LTR (Attach ACORD 101, Additional Remarks Schedule, TION if more space is required) CERTIFICATE HOLDER CANCELLATION CITY OF TUKWILA 6300 SOUTHCENTER BLVD STE 100 TUKWILA , WA 98188 CITY OF TIM< I SEP 2 3 2019 PERMIT CENTER SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2010/05) © 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Return to: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line HOLD HARMLE 111111110111110 20120731001650 CITY OF TUKWIL NOSH 130.00 PAGE-001 OF 007 07/31/2012 12:24 KING COUNTY, UA ed for Recorder's use Grantor/Borrower: Gurdev Sin h Mann ENSITIVE AREA Grantee/Beneficiary: CITY OF TUKWILA, a municip- oration of King County, Washington Document Reference Number(s): Section/Township/Range: SW-14-23-4 Assessor's Tax Parcel Number(s): 336590-0765 Property Legal Description (abbreviated): Lots 1 and 2 in Block 8 Hillman's Seattle Garden Tracts COVENANT AND HOLD HARMLESS AGREEMENT — Sensitive Area 11 Page / of 1- D19-0170 (PEFERENCE ONLY) SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement isentered into between G-4pa8,v stiL^ Mw\txw\ .(|ndividua|(o)(Coqoonabon) .('`GranVnr).and the City ofTukwila, aWashington municipal corporation ("Grantee"), RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the 'Property") legally described in Exhibit A, which in attached and incorporated byreference, WHEREAS, aportio instability (potential slide incorporated by reference. WHEREAS, esaoonddio permits, and/or construction permitd execute and record this "Sensitive Are the City ofTukwila harmless from all I activity, or soil disturbance. Property contains sensitive areas ofpotential geologic depicted in Exhibit BL which is attached and issuance of subdivision plat opprova, land use Property, the Grantee required the Grantor to yonmnt and Hold Harmless Agreement" to hold red ouaresult ofany landslide u,seismic WHEREAS, Grantor assumed this o plat approval, land use permits, and/or conatructi WHEREAS, the parties agree that this bargained -for agreement, which includes ewaiver risks created bythe proposed use of property beca orother characteristic unique to the Property sought in order to obtain said subdivision mbwfor the Properly. ontconstitutes on umm length, ility that runs with the land for shape, composition, location o^°*"~loped. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1.|nconsideration ofGrantee issuing subdivision plat approval and/or other development permits, which constitutes good and valuable consideration, the receipt oY which and the ouffidmncV of which the Grantor hereby acknowledges, the Grantor shall defend, indemnUy, and hold the Grantee, its officers, offida|y, emp8oyoao, ogentm, and assigns harmless from any and all c|uimm, injuries, damages, |ounmo, o,suits, whether brought by grantor nrthird partims, including all legal nnutu and ,omapnab|e attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit A, which is attached and incorporated by reference. I- ����A������a»o�Ems�-���A� Page I- 2. Grantor on its own behalf and on behalf nfits heirs, ouucmowom and assigns hereby waives any right to assert any claim against the Grantee, its officmm, officials, employees,agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity mrsoil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence ofthe City. 3. Grantor will inform its successors and assigns ofsaid Property that the Property is in an area of potential geologic instability (potentil slide ), ofthe risks mmnuno1ad with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantor will dnuous insurance coverage as required by the pannh authorizing the developmeft g. Grantee's inspection work either during construction o these covenants ofindemnification. fi This covenant and hold hor the land and the rights and obligations Pmperty, including each parcel comprising and be binding upon the Grantor and Grante plamce ofany ofthe Grantor's construction mother completed shall not begrounds toavoid any mf reement shall bwacovenant running with ; herein shall run with and burden the and shall inure to the benefit of ensuccessors and assigns. " -�N r a COVENANT AND HOLD HARMLESS AGREEMENT -Senufive Area Page 3dI a b. DATED this / U day of GRANTEE: CITY OF TUKWILA Mayor ATTE Ierk STATE OF WASHINGTON County of King On this 1et day , 20 Jc9, , before me, the undersigned, a Notary Public irfor the State of Washington, duly commissioned and sworn, persona ed ain't Al /0401 and C)t'hi DTI-a-KRA+ , known to me to be the Mayor and City Clerk, respectively, of CITY OrtiKWILA, the municipal corporation that executed the foregoing instrum end acknowledged it to be the , free and voluntary act of said municipal corporati mlipthe uses and purposes mentioned in this instrument, and on oath stated thkhe/she was authorized to execute said instrument, WITNESS my hand and official seal hereto affixed the day and year above written. MeirSVA, FilttSfs NOTARY PUBLIC in and for the State of Washington, residing at rk4u&,, tAl 119A COVENANT AND HOLD HARMLESS AGREEMENT - Sensitive Area Page of 7- , to me executed the foregoing instrument, and ackno‘ voluntary act of said individual(s), for the uses instrument, and on oath stated that he/she/they said instrument. DATED this GRANTOR(s): 9 day of rcdy , 20 GRANTOR(s): individual(s) e) STATE OF WASHINGTON SS, COUNTY OF KING On this day of , 2 , before me a Notary Public in an for the State of Washington, person appeared deti SI‘Vi fritorl , and o be the individual(s) that ed it to be the free and rposes mentioned in this *ere authorized to execute IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. a,z_ (1 wic./ct Name: i)(144i11e— itkkrit- NOTARY PUBLIC, in and for the State of Washington, residing at IcA.14u,1 My commission expires: OS. -3‘i • 1 Page EXHIBIT A LEGAL DESCRIPTION OF PROPERTY LOTS 1 AND 2 IN BLOCK 8, HILLMAN'S SEATTLE GARDEN TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 24, RECORDS OF KING COUNTY WASHINGTON, SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON COVENANT AND HOLD HARMLESS AGREEMENT - Sensitive Area Page. of 7 r � EXHIBIT B DEPICTION OF SENSITIVE AREAS Page -7" of 7" Residential Sewer lisp Certification Sewage Treatment Capacity 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 !ri,o 57'AYe S Property Street Address ItheIV State ZIP City Owne`r's amtaetra' , Utlf/ 1511 3 2.6 tivut Owner's Mailing Address City State ZIP 2ij4-37o — YHB9 Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to belled (if different than Owner): Na e Street Address City State ZIP Residential Customer Pleases check appropriate box: Equivalent (RCE) ingle-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑Yes 0 No If yes, will this property have a Homeowner's Association? Yes El No 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate Sewer District RECEIVED CITY OF TUKWILA Date of Sewer Connection ‘'- Side Sewer Permit Number JUL 18 Ulu 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? ❑Yes N Was structure on Sanitary Sewer? ❑ Yes Was Sewer connected before 2/1/90? ❑ Yes igNo Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑Yes No 0110 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 any cjeviation may result in a revised capacity charge. Signature of Owner/Representative Print Name of Owner/Representative ivt9V1pai SI>7 A G/,l Date 1610_6969w_res_sewer_cap_chg 1057.Indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) papa. CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplanCaci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: fg ©I 70 STATE OF WASHINGTON) ) ss. COUNTY OF KING ) j l PAT P A S i 1 , states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 1 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. State offNotary � 134177 Commission Expizas 09.12-2 023 Owner/O Agen w Signed and sworn to before me this 3 day of N0i"(A. a.;; ,201`1. NOTARY PUB IIIC in and for the State of Washington Residing at '€ (\ , County Name as commissioned: L:;/— i 3a i i 1 My commission expires: DTI ( I T r-= 1) NET WELL FOR FOOTING DRAIN COLLECTION 54"X50" PUMP HOUSING RIM=11550" (2) PUMPS WITH ON/OFF ACTUATOR Ir— q5.50' RIM ELEV. = cI6.00'+1- IE (IN)= 9'7,a5' 50T ELEV. = 55.00' +/- 14LF 6" PVC IE (OUT)= q735' FIFE IN (4" FVr, DRYNELL OVERFLOW) IF-= 1-12.00' EX15T. 05 @ 2% 5LOPE (FEILD VERIFY) (FEILD VERIFY) RIM=101.51' TOP: S5.50, 5TM EL= 16.51' 5OT: 95-00' IS LF2" FV0 (50H 40) IE (N) ciq.511 all GONG. PUMP r;)I5CHAR6r- FIFF 4" DIA. PERFORATED PVC, PIPE IN (&" FV0)= 97.00' I TO . e6.0010 LF 4" DIA. PVC FOOTING DRAIN LINE 5OT: '350 . 5r�H. 4 (FEILD VERIFY) , T-, 2% 5LO TOP: 95.50' RIM=I0lZ6' BOT: S250' C15-02 (TYPE 1) IE(E)=97.94' 8"CONC 0- IE(N & S)=97.32 1 12 11 CONC A1. 54"X50" 7 -Z 004'24" N -7 RIM=15.00 ASPHALT DRIVEWAY IN ROW cl LF 4" 01A. FV0 Ir— 90.00 IE IN (4" FVr, ROOF DRAINS) lql EXISTING GONG APRON 41 50k\40 @ 5) ro IE (OUT)= cf2.50' MIN "u (FEILD VERIFY) GONG. 0- RETAININ6 NALL PER DETAIL 1/01.2 /01 DRIVEWAY (TYF.) EX15TIN5 5/4" WATER ""Wm ---\\:21 �LF4'-' D�I�AIF\V�C, METER TO BE REPLACED 5GH. 40 @ 2% 5LoFE WITH I' COPPER 5LEFVE PIPE UNDER DRIVEWAY INTO 6" 0-q00 PIPE A5 NEEDED < :2,° M LE (1) 16-0" DIAMETER x 5'-0" 7o6. TB x DEEP DRY WELL f5TM @ 84.00' SLAB �DS(o 5EE DETAILS ON 5HEET 01.2 �PER U5 CONNEOT OVERFLOW TO 05-05 CONOR E TO r 'NALK 50 Lu T- 4.00, PROPERTY 15 51,115JECT To HOLD /06 \q) I \\ - " HARMLE-55 8E 1 E'll I SENSITIVE AREA r CC14 ACIREEMENT, KG REcoRi;)INc-4 4" 011A. PERFORATED FVC, 020120131001650 14" M FL PROPOSED FOOTING DRAIN LINE \ T Z 104 RESIDENCE MAIN=106.50' 4" PIA. SOLID PVr. ROOF DRAIN LINE ENTRY 19, CUT 4 FILL 770, v� I \ 61- EX15TINry 4" PVC QUANTITY OF CUT= 500 GU YD SEWER QUANTIFY OF FILL (12" TOP SOIL)= 141 CU YDTBR Dr cq Lo V) - XK\ -4 1;)ONN5POUT N1 00 RA51-C CLEAN OUT (TYP.) 77 0) L A I '96' PROVIDE 5 LF 4" DIA SOLID PVC 5OH-40 cp T I o VID PA FROM FOOTING PRAIN5 TO 1;�RYNELL o PROVIDE 6'-0" PIA. x T-O" DEEP DRY WELL FOR FOUNDATION o < m \ :14" DRAIN. FILL PRY WELL Yq/ 1 1/2" 7 ut I 77cNNA5HEP ROCK. TOP OF PRY WELL Lu TO BE 1'-0" BELOW FIN15H GRADE. 15'5ENER E-5KT, z N EX15TIN6 TELEPHONE VAULT. 0 PER FLAT REr.. NO. 20120525000551 >Z CONNECT TELEPHONE LINE A \ULTR��3LqrK 0 UNDERGROUND PER 776 T� ED WALL -i555-- ss r-ENTURYLINK 5TANDARDS VAULT4 1:7 EXISTING 6' FV0 176, 1 ol-70 SEWER vm wv 10, UT TY E5M'T, PER PL VICINITY 114f= SITE D 0 z PARCEL NUME3ER w 1-u 51 TE ALIX;)RE55 14120 57TH AVE 5 L] W TUKNILA, NA. cfal&5 U. LEC7AL I�T:S(fRIFTION HILLMAN5 5EATTLE GARDEN TR5 LOT I OF TUKNILA 5P LOcl-065 REC 20I2Oci2"7ci00005 5D 5P BEING LOTS 1 $ 2 OF 5LK a OF 5D FLAT FLAT BLOCK: e> FLAT LOT: 1-2 LOT r-.,O\/F-RA(5F- LOT AREA: IMPERVIOU5 AREA: MAIN ROOF AREA: 2,255 5F COV'D ENTRY AREA: -75 5F OOVD PATIO AREA: 160 5F TOTAL: 2,4-75 5F FERVIOU5 PAVING AREA: DRIVEWAY: 1,127 5F WALK: 256 5F TOTAL: 1,415 5F TOTAL LOT COVERAGE: = 5,61"11 5F L % OF LOT AREA: =50.5590, EXISTING POWER VAULT,,\IS N -Zl--cof'IM-jn1t�1 r.ONNE-C.T POWER LINE 0`D,,,a"f)pmefA UNDERGROUND PER F5r- OL \ N 40 5TANDARD5 gq.00, REVISIONNO' 142N\1,�) ST N 89*04� W 429.08(�29.1 1' PLAT) SMH RIM=118.6B' IE(E)=108.48' 12" —1' r71-1 DRTNELL SIZE 0ALOULATIONS IE(NE)=108.51' 6" PVC L?Vl —CB T-11 BUILDING IMPERVIOUS AREA= 3,354 BF IE(S)=Ij1.26' 12" \_RIM=116.25' E(E)=112.25' 12'CONC DRIVENDRIVEWAYAREA=1,12-7 5F iE(SW)=112.45' 12"CONC TOTAL AREA= 4,451 SF r.RAINAr-vF CONTROL--FLAN-A..�il 1;)R)`NF-LL 51ZE REWIRE];): 320 GU -FT PER 1,000 5F IMPERVIOUS AREA OR 1,434 rF TOTAL (FOR 4,451 5F) ACTUAL: 16.0'dia x a.c, pEFF=1,605.50 CF PER PRY WELL 1,434.0011,6o8.50=0.51 1-;RYNELLS REQUIRED PROVIDE (1) 16.01dio X 5.0'PEEF PRY WELL 40001 uj mcl) z- 0 0 r-- 00 OD co 0) N co Lu co a: cli CO z Lo in cli cli Co uJ (o �e u- w L3 z le W ro w O� i2 U) j W J W IL 4 R.,W— OF CORRECTIONS tl, 9 8/2018 ACY CORRECTIONS 1, 21/2019 CLIENT RVASION 9/27 2021 C)JEGN�20R2E21ASION 4 "awn Chocked M. "AV �I w RECOMMENDED CONSTRUCTION SEQUENCE A DETAILED CONSTRUCTION SEQUENCE 15 NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE 15 PROVIDED BELOW: I. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TE5C 5UPERV150R. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN AS REQUIRED). 5. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REOU I RED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. &.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). i. CONSTRUCT SEDIMENT POND AND TRAPS IF REWIRED. 0. GRADE AND STABILIZE CONSTRUCTION ROADS. G. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. 11. RELOCATE FRO51ON CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS 51TE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY ER05ION AND SEDIMENTATION CONTROL 5TANDARD5. 12. COVER ALL AREAS THAT WILL BE UNWORKE2.7 FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE NET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 15. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, 50D, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 50 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S 15 APPROPRIATE. 16. FOLLOW 2016 KING COUNTY SURFACE WATER DESIGN MANUAL (KC5WDM) FOR ALL STANDARDS 4 INSTALLATION OF DRAINAGE STRUCTURES. STORM DRAIN NOTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT 5URVEYED AND NOT SHOWN ON THI5 PLAN. CONTRACTOR 15 RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS CALL BEFORE YOU DIG 1-000-424-5555 5. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.00% 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5, ALL PVC SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH 5A51N5 ON EACH SIDE. TYPE I CATCH E3A5IN NOTES: I. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH A5TM C-4-70 (AA5HO M-IO[q) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENT5. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE GLASS 4000 5. PRECAST BA5E5 SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENT5 OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. (O. EDGE OF R15ER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BA51N WALL. 6" PERVIOUS CONC. SLA13 A DRIVEWAY\ 4" DIA. PERF. FOOTING DRAIN TYP. TIGHTLINE STORM SYSTEM (TYPJ 4" DIA ROOF D TIGHTLINE To 5 SYSTEM CTYPJ L ,+s Reav FIGURE C:.2.2.0 TYPICAL DRYtVELL LXFELTR.�TION SYSTEM Roof Downspout House Catch Basin _ (Yard Drain) Roof _ ow Downspout f r�r1 wIm ,wraw.nc swre�gveR ror�e a9 --mw',N.e FOOTING DRAIN OUTFALL DETAIL I PUMP HOUSING PUMP FLOATER ELEVATION AND PIPE A55FMDLY PROFILE �r ORIVEAAY APPROACH 'lCq MATERIALS, SEE NOTE 2 4 I1®IC ;4f-f oRlzaNiat TICAL L W/ 12"WIDE GRANULAR DRAIN CK5EHIND WALL WATERPROOF ROTECTION ECARD 2-1/2" WEEP HOLES 6 24" O.C. � ' AF RETAINING WA" DIMENSION 4 REI3AR 18CI-II1-DULS MAX. MAX WALL FOOTING FOCTING FTC• WALL WALL HOOK FTG FTG FTC, WALL HT FILL HT THICKNESS WIDTH TOE DEPTH RE3AR REpAR LENGTH DOWEL M13AR RE15AR (FT) (FT) (N) (N) (VERTICAU (HORID INTO FTG SPLICE TRANSVERSE LONGITUDINAL HT, 6F T W TOE D AV I AH L J AT AF u3P TO 31-0" 8" 2'-9" I'-4" 10" "Ir. O.C. e4616" O.C. 12" 24" e4612" O.O. (3)-e4 3'-V TO 4'-6" 8" 3'-4" 1'-9" 10" e4612" O.O. 4612" O.C. 12" 24" "4612" O.C. (4)-"4 5 -0' 8" 3'-6° 11-9" 10" e4610" O.C. e461211 O.G. 12" 24" e4612" O.G. (4)-4 8" 31-9° 2'-0" 10" 1 468" O.C. 4610" O.G. 18" 30" e4610" O.C. (4)-e4 8"-0" 11-6" 8" 4'-0" 21-4" 10- 5612" O.C. "5612u O.C. 16" 36" •4610" D.U. (5)-4 V-0° flu 4'-3° 2'-6" 10" "10" O.C. 5612" O.O. fall 36" "4410" O.C. (5)-e4 101-0" S'-6" 8" 5'-3° 2'-9" 12" 568" O.C. 5612" O.G. 15" 36" 468" O.C. (5)-"4 111-0" 101-61, 8" 5'-6" 3'-0" 14" 566" O.G. 5612" O.C. 2411 4211 1 5612" O.G. 12'-O" 111.6" loll 5'-9" 1 31-4" 14" 566" O.C. 1 5612" O.C. 24" 42" e5610° OA. C5)-5 PRIVEWAY APPROACH NOTESs 1. SAACUT AND TACK ROAD TO DRIVEYIAY APPROACH JOINT. 2. DRIVEAAY APPROACH TO Be 6" HMA GLASS Ya" PG 64-22 ASPHALT IN 2" LIFTS. 3. HOT MIX ASPHALT OR CONCRETE TO BE PLACED OVER COMPACTED SUBSRADE AND 4- Or C5TC, COMPACTED TO 95%. 4. APPROACH SLOPE AND EDGE RADIUS TO BE DETERMINED BY THE ENGINEER, 5, SEE DESIGN STANDARD 5, TABLE 2 FOR LANDING. MAXIMUM"GRADE BEYOND LANDINS 15 15%. 6. DRIVEAAY APPROACH SHALL NOT CONTAIN REINFORCING STEEL. H / iA EXISTING ASPHALT STREET SAWGUT EDGE 8" HMA, SEE NOTE 2 VARIES 4' G5T COMPACTED J{ CUBGRADE SW110N SITS JQSTAINING� LUALL a _I AFTER POST INSTALLATION C-4IROUT FILL THE SPACE WITH Wo PSI NON -SHRINKABLE �q NONMETALLIC 100/ FLOWABLE GROUT V4' CHAMFER FIN. GRADE OR. SLAB S 3" DIA. (INSIDE PIA. ID) ASTM-A53 x'a" TALL EMBEDDED Y211 oou) 1 FROM I' TOP OF WALL 6 45" O.G. MAX. L1 2" CLR 04'6612" O.G. HORIZ. "5'6613" O.C. VERT- NOTE: FOR BALANCE OF RETAININcT WALL INFORMATION SEE RETAIININC, WALL DTL THIS SHEET Roof Downspout House Overflow } h� /-Splash Block -1R" flow Fine Mesh Screen 200 Leis POINT LOAD 2" DIA (OUTSIDE DIA. OD) A5TM-A53 6 4'-0" O.C. AS PEDESTRIAN FENCE POST RECESS �C4) •4x2'-0" LONG WELDED TO PIPE (SOCKET/ EMBED) U-11 I GRADE 40 BARS (WELDABLE) a" WALL ILINCm, COW AT SI (4) 03 RE15AR HAIRPINS (2) EA. SIDE OF PIPE �12" .G SOCKET/EMBED 6 IS" O. 0 DRY WELL 48 Inch Diameter Hole Filled with PLAN VIEW 11/2-3"Washed Drain Rock NTS Mark Center of Hole with 1" Capped PVC or Other means Topsoil Flush with Surface I'min. 1- Min_ 4" dia. PVC Pipe Catch Basin (Yard Drain) 48 Inch Diameter Varies Sides of Hole Hole Filled with Linedwith 11/2-3"Washed Filter Fabric Drain Rock -15' min. Min. V above Seasonal DRY WELL High Groundwater Table SECTION NTS MAY 0 9 2022 Deveiollmanl AININCg uJ14LLs 1 1/2" a tO v M 0 Wo Z p t` C) N 0 ilk W N T W Q � 000 0 = N OD I'0F W G7ZNN " OoY�t W W W Vl J_ Q H W V) W 1-- 0 z z .r� J IZ J ry I- z O C-) LJ U 'Q Z_ Q W 0 z aD W N W N j N IL 4 PRIVEWAY APPROACH NOTESs 1. SAACUT AND TACK ROAD TO DRIVEYIAY APPROACH JOINT. 2. DRIVEAAY APPROACH TO Be 6" HMA GLASS Ya" PG 64-22 ASPHALT IN 2" LIFTS. 3. HOT MIX ASPHALT OR CONCRETE TO BE PLACED OVER COMPACTED SUBSRADE AND 4- Or C5TC, COMPACTED TO 95%. 4. APPROACH SLOPE AND EDGE RADIUS TO BE DETERMINED BY THE ENGINEER, 5, SEE DESIGN STANDARD 5, TABLE 2 FOR LANDING. MAXIMUM"GRADE BEYOND LANDINS 15 15%. 6. DRIVEAAY APPROACH SHALL NOT CONTAIN REINFORCING STEEL. H / iA EXISTING ASPHALT STREET SAWGUT EDGE 8" HMA, SEE NOTE 2 VARIES 4' G5T COMPACTED J{ CUBGRADE SW110N SITS JQSTAINING� LUALL a _I AFTER POST INSTALLATION C-4IROUT FILL THE SPACE WITH Wo PSI NON -SHRINKABLE �q NONMETALLIC 100/ FLOWABLE GROUT V4' CHAMFER FIN. GRADE OR. SLAB S 3" DIA. (INSIDE PIA. ID) ASTM-A53 x'a" TALL EMBEDDED Y211 oou) 1 FROM I' TOP OF WALL 6 45" O.G. MAX. L1 2" CLR 04'6612" O.G. HORIZ. "5'6613" O.C. VERT- NOTE: FOR BALANCE OF RETAININcT WALL INFORMATION SEE RETAIININC, WALL DTL THIS SHEET Roof Downspout House Overflow } h� /-Splash Block -1R" flow Fine Mesh Screen 200 Leis POINT LOAD 2" DIA (OUTSIDE DIA. OD) A5TM-A53 6 4'-0" O.C. AS PEDESTRIAN FENCE POST RECESS �C4) •4x2'-0" LONG WELDED TO PIPE (SOCKET/ EMBED) U-11 I GRADE 40 BARS (WELDABLE) a" WALL ILINCm, COW AT SI (4) 03 RE15AR HAIRPINS (2) EA. SIDE OF PIPE �12" .G SOCKET/EMBED 6 IS" O. 0 DRY WELL 48 Inch Diameter Hole Filled with PLAN VIEW 11/2-3"Washed Drain Rock NTS Mark Center of Hole with 1" Capped PVC or Other means Topsoil Flush with Surface I'min. 1- Min_ 4" dia. PVC Pipe Catch Basin (Yard Drain) 48 Inch Diameter Varies Sides of Hole Hole Filled with Linedwith 11/2-3"Washed Filter Fabric Drain Rock -15' min. Min. V above Seasonal DRY WELL High Groundwater Table SECTION NTS MAY 0 9 2022 Deveiollmanl AININCg uJ14LLs 1 1/2" a tO v M 0 Wo Z p t` C) N 0 ilk W N T W Q � 000 0 = N OD I'0F W G7ZNN " OoY�t W W W Vl J_ Q H W V) W 1-- 0 z z .r� J IZ J ry I- z O C-) LJ U 'Q Z_ Q W 0 z aD W N W N j N IL 4 VARIES 4' G5T COMPACTED J{ CUBGRADE SW110N SITS JQSTAINING� LUALL a _I AFTER POST INSTALLATION C-4IROUT FILL THE SPACE WITH Wo PSI NON -SHRINKABLE �q NONMETALLIC 100/ FLOWABLE GROUT V4' CHAMFER FIN. GRADE OR. SLAB S 3" DIA. (INSIDE PIA. ID) ASTM-A53 x'a" TALL EMBEDDED Y211 oou) 1 FROM I' TOP OF WALL 6 45" O.G. MAX. L1 2" CLR 04'6612" O.G. HORIZ. "5'6613" O.C. VERT- NOTE: FOR BALANCE OF RETAININcT WALL INFORMATION SEE RETAIININC, WALL DTL THIS SHEET Roof Downspout House Overflow } h� /-Splash Block -1R" flow Fine Mesh Screen 200 Leis POINT LOAD 2" DIA (OUTSIDE DIA. OD) A5TM-A53 6 4'-0" O.C. AS PEDESTRIAN FENCE POST RECESS �C4) •4x2'-0" LONG WELDED TO PIPE (SOCKET/ EMBED) U-11 I GRADE 40 BARS (WELDABLE) a" WALL ILINCm, COW AT SI (4) 03 RE15AR HAIRPINS (2) EA. SIDE OF PIPE �12" .G SOCKET/EMBED 6 IS" O. 0 DRY WELL 48 Inch Diameter Hole Filled with PLAN VIEW 11/2-3"Washed Drain Rock NTS Mark Center of Hole with 1" Capped PVC or Other means Topsoil Flush with Surface I'min. 1- Min_ 4" dia. PVC Pipe Catch Basin (Yard Drain) 48 Inch Diameter Varies Sides of Hole Hole Filled with Linedwith 11/2-3"Washed Filter Fabric Drain Rock -15' min. Min. V above Seasonal DRY WELL High Groundwater Table SECTION NTS MAY 0 9 2022 Deveiollmanl AININCg uJ14LLs 1 1/2" a tO v M 0 Wo Z p t` C) N 0 ilk W N T W Q � 000 0 = N OD I'0F W G7ZNN " OoY�t W W W Vl J_ Q H W V) W 1-- 0 z z .r� J IZ J ry I- z O C-) LJ U 'Q Z_ Q W 0 z aD W N W N j N IL 4 MAY 0 9 2022 Deveiollmanl AININCg uJ14LLs 1 1/2" a tO v M 0 Wo Z p t` C) N 0 ilk W N T W Q � 000 0 = N OD I'0F W G7ZNN " OoY�t W W W Vl J_ Q H W V) W 1-- 0 z z .r� J IZ J ry I- z O C-) LJ U 'Q Z_ Q W 0 z aD W N W N j N IL 4 (5ENERAL I. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND 5GHEDULE A PREGON5TRUGTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-017a AT LEAST 45 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT 51TE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (I WORKING DAY) IN ADVANCE BY GALLING 206-433-01io. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RE5ULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(5) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE510N 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, UNLE55 OTHERWISE APPROVED BY THE PUBLIC, WORKS DIRECTOR. b. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. Q. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC, WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL 5URVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WA5HINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD lab8. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO N6VD 1a29. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL 51GN5 DAMAGED OR REMOVED DUE TO CONSTRUCTION. C7RAD I NO ,AND EROSION OONTROL NOTES I. THE EROSION PREVENTION AND SEDIMENT CONTROL (E5G) MEASURES ON THE APPROVED PLANS ARE MINIMUM REG2UIREMENT5. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (E5G) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL E5G MEA5URE5 ACCORDING TO THE ESG PLAN. 4. E5G MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL 51TE CONSTRUCTION 15 COMPLETED AND PERMANENT STABILIZATION 15 ESTABLISHED, 5. FROM MAY I THROUGH SEPTEMBER 50, PROVIDE TEMPORARY AND PERMANENT COVER MEA5URE5 TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER I THROUGH APRIL 50, 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: • PROTECT STOCKPILES AND STEEP GUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 5, SEED ALL AREAS THAT WILL REMAIN UNWORKF D DURING THE NET SEASON (OCTOBER I THROUGH APRIL 50). MULCH ALL SEEDED AREAS. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE 5HORIN6 LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENT5. 2. PLACE POWER, GABLE, FIBER OPTICS, AND TELEPHONE LINES 5 IN A TRENCH WITH A 5MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHT5-OF-WAY OR EA5EMENT5 AFTER ASPHALT PAVING. 5AN I TARY 5FDNER NOTES I. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE51ON AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2.THE CONTRACTOR SHALL MARK THE END OF THE SIDE 5EWER, IN51DE THE PROPERTY LINE, WITH A 4 FOOT PRE55URE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED I -FOOT SHALL BE PAINTED TRAFFIC, YELLOW AND THE DEPTH TO THE 51DE 5EWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3.INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROP05ED WATER SUPPLY AND AT LEAST IS INCHES BELOW THE BOTTOM OF A WATER LINE. V�QR< IN RI6HT-QF-WAY I. WHEN ACTIVITY 15 UNATTENDED, INSTALL A 516N WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMG 11.05.140 2. INSTALL BARRICADES, 51GN5, WARNING LIGHTS, AND SAFETY DEVIGE5 SUFFICIENT TO NOTIFY PUBLIC OF 055TRUOTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT-OF-WAY IS RESTORED. TMG 11.05.170.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMG 11.08.180 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMG 11.08.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. S.GOMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMG 11.05.210 (1. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT 15 BLOGKED. TMG 11.05.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTISUOU5 RIGHT OF WAY SURFACE. TMG 11.05.220 11. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. FAVEMENT RESTORATION I. COMPACT BAGKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BAGKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BAGKFILLING OR WHEN CONCRETE 15 CURED. a.EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS b.FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. S. PROVIDE A CONSTRUCTION SCHEDULE ADDRE551NG MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE STORM Dim' A I NAGS NOTES I. ALL METHOD5 AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE516N AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH ©DUMP NO WA5TEA AND EITHER ©DRAINS TO 5TREAM5A, ©DRAINS TO WETLANDSA, OR ©DRAINS TO GROUNDWATERA, AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 5:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4.51N&LE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2AX4A STAKE, BURIED 4-FEET AND LABELED ©STORM' OR ©DRAINA. NATER SUFFL1' NOTES I. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRE55URE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, GLEANED, OR REPAIRED WATER MAINS. 4.IN5TALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. 6.IN5TALL FIRE HYDRANT ASSEMBLY 50 IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET 15 AT 15A ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36A AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE LINE BAGKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U GONTRAGTOR'5 CERTIFICATE OF COMPETENCY. IF THE INSTALLER 15 DIFFERENT FROM THE BAGKFLOYN PREVENTION DE516NER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DE5I6NER'5 STAMP, 516NATURE, AND DATE. S.IN5TALL WATER MAINS GR0551N6 SEWER LINES 50 THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST 15 INCHES ABOVE THE TOP OF THE 5EWER. LOCATE FULL SECTION OF WATER PIPE 50 THAT ITS MIDPOINT 15 ABOVE THE 5EWER PIPE AT THE GR0551NG. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND 5EWER PIPE. ci.INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXI5TIN6 OR PROPOSED 5EWER AND AT LEAST 15 INCHES ABOVE THE TOP OF A SEWER. TEMFORAR'*r EROSION AND SEDIMENTATION OONTROL REQU I REMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TE5G) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAIN5,ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TE5G)(INGLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BA51N PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC,. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RE5G FAGILITIE5 SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, 5EN51TIVE AREAS, AND ADJAGENT PROPERTIES. NOT ALL OF THESE FAGILITIE5 MAY BE IDENTIFIED ON THI5 PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. GONTRAGTOR5 WILL ADHERE TO ADDITIONAL REQUIREMENT5 AS CONDITIONS WARRANT AND THE PROJECT PRO61RES5E5, INCLUDING GLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THI5 PROJEGT. I- THE IMPLANTATION OF THESE TESL PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TE5G FACILITIES IS THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF GON5TRUCTI ON. I 3- THE TE5G FACILITIES SHOWN ON THI5 PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TE5G FAGILITIE5.5HALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING 51TE CONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED 5011-5 SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESL METHODS SUCH AS 5EEDING, MULCHING, PLASTIC, COVERING, ETC. 5- THE TE5G FACILITIES ON INACTIVE 51TE5 SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED GONTRAGTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (WHERE REQUIRED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT GLEAN DURING THE CONSTRUCTION PERIOD. 7- ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY 5ETTLIN6 BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY ERO51ON CONTROL MEASURES AND SHALL PROVIDE ADEQUATE 5TORASE CAPACITY. 5- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. 9- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THI5 PLAN. IT SHALL BE THE CONTRACTORS RE5PON51BILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS GALL BEFORE YOU DIG: 1-500-424-5555 MAY 0 9 2022 EROSION GONTRQL ,_,Ila,, Devoloumen4 SE:F-D MIXTURE,, TA5LE A- GHEWIN&S OR RED FE5GUE 40 (96 OF WEIGHT) B- ANNUAL OR PERENNIAL RYE 40 (96 OF WEIGHT) C- REDTOP OR COLONIAL BENTGRA55 10 (96 OF WEIGHT) D- WHITE DUTCH GLOVER 10 No OF WEIGHT) U J J n. 0 w v M Woor0 V5 jcNv e(w W Q 00 0 = N co oZ`nc� W co v Qry p W J x co '(1002HuQ z Q J LL I 0 Iz F- z 0 C h S E R y d N Revisions CITY CORRECTIONS 9/8/2078 2T1 J200R9RECT10N5 [®8//NZ7i202IiSION CLIENT REVISION a 10 2022 a- C5-05 (TYPE 11-45" 05) G5-01 (TYPE 1) /IAIET WELL FOR FOOTING, DRAIN COLLECTION 4 '54"x5O PUMP HOUSING (2) PUMPS WITH ON/OFF ACTUATOR E RIM ELEV. c((o.aO'+1- E30T ELEV. 55.00' +/- EXIST. 05 12% SLOPE I;l VEVERIFY)4LF 6" FVO 1E(0UT)= C11.331 FIFE IN (4" PVC 1;RrNELL OVERFLOW) IE= 224.20' @ (FEILRIM= 101.51' TO : WBO' (FEILD VERIFY) 5TM EL= 1%51' 5OT: W.00' 15 LF2" PVr- (50H 40) 4" DIA. PERFORATED PVC, IE W c111.51- 5" CONIC. PUMP DISCHARGE PIPE -7 DRAIN LINE FIFE IN (&" PVC)= ci-1.00' TO : '36.0 10 LF 4" 1;)IA. PV(�:, FOOTING (FEILD VERIFY) 50T. S5.00' 50H. 40 9 RIM=101.36' 2% SLOPE TOP: 2LE,�-Or' .,32r 0 'o IE(E)=97.94' 8"CONC 0- 50T. CB-02 (TYPE 1) IE(N & S)=97.32- 12-CONC 54"x50" ASPHALT DRIVEWAY IN ROW 7(), '&IJ004'24" N -T i RIM=OI5.00" 4 LF 4" PIA. F\/0 IF= c'0-00 EXISTING GONG APRON ' IE IN (4" PVC ROOF DRAINS) c15.50' T ENCE�o/ _0® 5.a 50f*\40 @ 2% SL\PE IE (OUT)= ci2.50' PROVIDE STABILIZED 444 MIN A 0 0, (FEILD VERIFY) ENTRANCE 1-it J 0 RETAININ& NALL PER DETAIL ON SHEET G2.2 _CONC. PER DETAIL 1101.2 7o,. v EX15TINS 5/4" WATER W!"I 0 21 LF 4" DIA. PVC METER TO BE REPLACED - SCH. 40 ®2% SLOPE WITH I' COPPER uSLEEVE FIFE UNDER DRIVEWAY INTO 6" C-cfOO PIPE m PLE 7o6. d) TB X- (1) 16-0" DIAMETER x a'-O" r-HVkRYI III I I DEEP DRY WELL SLAB BTM @ 54.00' FE US E 5EIE DETAILS ON SHEET 01.2 CONCR CONNECT OVERFLOW TO C,5-05 < YiALK TO ero-50' SOT: 'B4.00' 7o(s, \ 19 CN ("I ERRY I--- - x, x 4" PIA. PERFORATED FVG 14° MAPL PROPOSED - FOOTING DRAIN LINE \ T5 _j I d 104 RESIDENCE 4" PIA. SOLID PV`r, cq MAIN=106.50' ROOF DRAIN LINE 85MT=96.5O' x EENTRYLu 19 77 \b u- z 6 0,\ V) 1\ \q 1j" MAPLE I I EXISTING 4" FVC TBR'%--- 5EkNF-R d — , \TRA5LOGK' 74 -4 I DONN15FOUT N1 ou j 77 L CLEAN OUT (TYP) ca x PROVIDE 5 LF 4" PIA SOLID PVC 5CH-40 V'D FATI FOOTING FOOTINDRAINS TO PRYINELL PROVIDE ro'-O" PIA. x '7'-0" DEEP PRY WELL FOP, FOUNDATION < R 00 ILI DRAIN. FILL DRY WELL vi/ 1 1/2" 7 7 z- 0 z T WASHED ROCK. TOP OF DRY WELL tu TO BE 1'-0" BELOW FINISH GRADE.-!D xu-�' 0 z \ (� / — \ 155EINER E5M'T, EXEXISTINGTELEPHONE VAULT. wM q)REO. NO. 20120525000551 PER FLAT �o \ CONNECT TELEPHONE LINE x \ULTRAtILqrr, UNDERGROUND PER 776 DECIDUOUS TPED WALL CENTURI(LINK STANDARDS Ell 1-1 04'.24 -N, —7 EX15TIN(S 6" PVr 77a, 0 SEWER �' I '� 1 11 11 V1 wv 10, U F=5M IT, EXISTING POWER VAULT. FER' FL� CONNECT POWER LINE 1 \ \ \ \ Z ��'' UNDERGROUND PER, FSE STANDARDS �Q.00' 42� 5 T X 14'2 W 429.08' �429.11 1' PLAT) N 89*C SMH "61, RIM=118.68' I E(E)=108.48' 12" IE(NE)=108.51 6" PVC 1 E IE(S)=l 1.26' 12" T� \_JR M= 16,25' -CONC EI(E)=11125' 12 IE(SW)=112.45' 12"CONC CATCH 15A!�INRATS NOTE: THIS DETAIL IS ONLY SOLID WALL OVEWL -SCHEMATIC. ANY INSERT IS ALLOWED THAT PAS A MIN, 05 FILTER MEDI C.F. OF STORAGE, THE STORED FOR DEWATERI SEDIMENT, AN OVERFLOW, AND CAN 135 EASILY MAINTAINED. Wr-POROUS BOTTOMTOM - - ElrmUm 0,4.L FILTER r-Aegic PROTECTION STANDARD STREI,4T GRATE FILTER FABRIC HI- NOTE: ONLY TO BE USED WHERE POND11,4 Or WATER. ABOVE THE 13A Ell CATCH BASIN WILL NOT CAUSE fill =a TRAFFIC PROBLEMS AND WHERE CATCH SIN OVERFLOW WILL NOT RESULT IN � i� EROSION Or SLOPE$ r-IGUjeZ- DAM CATCH BASIN INSERT ALL CATCH BASINS TO 15E- PROTECTED AND MAINTAINED PER KING COUNTY DETAILS 0.4.1- 4 D.4.m INSTALL DRIVEWAY CULVERT IF THERE 15 A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS- 4"-5" QUARRY 5FALL5 0 CEO -TEXTILE FABRIC PROVIDE FULL WIDTH 12" MIN. THICKNES OF INrvRE55/ErvRF55 AREA STAE31LIZF-D CONSTRUCTION AC.CESS cp x 4 DOU6.FIR @ 45" U) 2" x 2" x 14 6A. KKF r-1 r-1 -\ STAPLES OR WIRE RIN(55 OR EJUAL FILTER FABRIC ON W.W.F. M I' OF 1 1/2 " WASHED ROCK OR PEA GRAVEL 2" EXOE55 OVERLAP d Flu I w I ROf I I It I III F� [it Ill �Q I I 11-- 'T'r 'T'r 'T'r 'T'r 'T'r 'T'r 'T'r - NT ITIA NTIA NTIA NTIA INTRAIT FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL (b x 6" T;ZENC SECTION ELEYATION SILTATION FENr-,F IDETAIL 0 —j o- n 0 co Uj Z00 co 00 M cq 00 co UJI 19 Lu Q j C-0 CD OZOLD - :s:s co �e _j 0 0� LU CD (D - w El z W in W Vf i2 J 0 C4 IL 4k10 PROPERTY 15 SUBJECT TO HOLE) HAP,MLE-56 SENSITIVE AREAR.W— AGREEMENT, KC RECORD INS (:{ C�Y rORRECTIONS 8, 9 8/2018 #20120131001roE)O MAY 09 2W 2C 7 CORRECTIONS 1/2)19 G 11 AC ENT REVISION M L111 � '11" 9/27/2021 DevelOPrilicAll &4/CL1,E.2 N�1TEA ION 022 CUT 4 PILL Dri;II, I Checked onto QUANTITY OF CUT= 500 CU YD QUANTIFY OF FILL (12" TOP 801L)= 141 GU YD Sheet 7EI" If=. �F-�1I' IEN7A71(::�)N C-,<".:)N7fr, L 5r-ALF= 0 10 20 40 =xztx ------ 4" SLAB ON GRAPEW/ 9we - uJ2.13 x W.14 uLr-. M59. CONIIACTION ra GlUIfPZ-0 UNDER SLAW -4 0 1611 oz, -4 a SA. RISER W- -4 CB T-2 RIM=101.36' IC(Ej=97 8::CONC SC IE(N S) 12 CONC ASPHALT DRIVEWAY IN ROW EX15TIN6 GONG APRON --- 7() 1 19 ol 1961, 7q2, Va004 7o EX15TIN6 5/4" WATER METER TO BE REPLACED WITH I' COPPER CONO. 5TFF5---. 6" MAX. R15ER 12" TREADS 7o,6.- ks) lu 7oa > 20' c� 1� 0 I CN, U) 770,\ 1:1 01) 77�, rn 'n 00 cy) LLI W 00 77 N I INTERLOCK\ ,c) BLOCK5 AT- o CORNER EXISTING TELEPHONE VAULT. CONNEC.'r TELEPHONE LINE UNDERGROUND PER 77- CENTUR'T'LINK STANDARDS 6�--- 12- -4 a NOSING CONC. r;LAI3 OR FINISWED CiPAPS Fol"I w -yyff splasm 77a, EXISTING POWER VAULT. CONNEOT POWER LINE -- UNDERSROUND PER F5E STANDARDS smk RIM=118.681 IE(E)=108.48' 12' IE(NE)=108.51' 6" PVC IE(S)=111.26 , 12' TO 5.50' 5OT: 2.50' )EgRVIOUS C:ON(::\ 0 01 YI DETAIL I/C,1.2 (TY ) 96.00, TOP: 9 � 90 FROOTORAT 9 (j I Ov'D PATI U) 6" PVC 5FNFR EXISTING 4" PVC SEWER - lu ULTRABLOCK WALL 15- SEWER E5M-T, REC. NO. 20120525000551 PER FLAT TPED II' � HIGH V4AL� MAX. HIGH INALL VAULT& 0 4' Wm 10, UT)LITY t=SMt\ PER FLAT ci --7 "moo, 142N\1�) 5T N 89'0;4�7 W 429.08' '�c 29.1 1' PLAT) F-, Y71 CB 1 T-�QIRIM--116.25' IE(E)=112.25'12"CONC nI E(SW)=112.45 12"CONC EXISTING LOT AREA: -7,1005 AREA: MAIN ROOF AREA: 2,255 5F C,OV'D AREA: -75 5F C,OV'D PATIO AREA: iroa) SF 5 r TOTAL: 2,415 5F F OF LOT AREA: =52.15% PERVIOUS AREA: 1,12-7 5�]F 'F 425 SF TOTAL: 1,555 5F TOTAL LOT COVERA&F: 4,0555 IMPERVIOUS CL 7, ,)2EN;REVI [ON 021 C 4),E,N j REVISION 2 022 Nq 06 2m Sh..t H k."Jol I Dote CB T-2 RIM=101,36' IC(C 97 8"CONC 8, IE(N S) 12"CONC A5PHALT DRIVEWAY IN ROW EXISTING GONG APRON 70 EXISTING 2%4" WATER METER TO BE REPLACED WITH I' COPPER PROVIDE (1) ACER PALMATUMI — (15LOOD000D JAPANESE MAPLE) CONC. STEPS \ 6" MAX. R15ER 12" TREADS 706. > 70, 620 0 T - 770,\ q 0 o PROVIDE (1) LIRIODENDRON D (n TUL IFIFERA (TUL IF TREE) = ui m 17 INTERLOCK tiQ BLOCK5 AT- 0 CORNER z EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTUR'-(LINK STANPARD5 77a, EXISTING POWER VAULT CONNECT POWER LINE UNDERGROUND PER F5E STANDARDS smRIM=11,,.�_j IE(Q=10�.48- 12" IE(NE)=108.51 6" PVC IE(S)=111.26' 12" t-m Rm 1961, I V&511004 f i3 m< Wm w Tf3R =ems. � � lam 50T 95Z0'9 1po t,ERVIOWS GONQ \P ,RIVEWAY NAL —15=ACK-17ILLCOMPACT TO c1596 PROOTR AT STAIR PROPOSED'-, RESIDENCE MAIN=106.50' 55MT=56.5a -ENTRY 1pol ------RETAININ& WALL PER DETAIL VC1.2 (T-rp.) (5RANPIFLORA VAR. 'LITTLE GEM DWARF SOUTHERN MAGNOLIA' 1.5 INCH MIN. CALIPER 6'5FACING TO 19R 1961, Co U) O IO 10 EXISTING 4" PVC, - zz:�75ENER &ULT�A'BLOCK WALL 15' SEWER F5M'T, REC. NO. 20120525COOE551 PER FLAT PA /F T-7 E L -41 TER VAUil-T 7 Wv wv 10, UT) 4 1 TY ;r=-em; FROVI E (4) GER(:!�ISp 6 AT PER FL CANADENG (EASTERN ReIDBUD TK=E) 142NI? 5T — --N-89 0 4.'%2 429.08' 29.1 1' PLAT) 7 61, IE(E)=112.25' 12'CONC IE(SW)=112.45' 12"CONC EX15TIN6 6" PVC SEWER 7 fR,'F- E IN ---I 171 SAT 1 ON CLAN 50ALE : I" = 10-0" O 10 20 40 TREE INFORMATION # SIZE TYPE DRIP LINE RETAIN GANOF�' fREt"10VED T-1 20' MAPLE 25' NO rolro SF T-2 ro' CHERRY 12' NO 113 SF T-3 14' MAPLE 2V NO rol(p ef= T-4 ro' CHERRY 12' NO 113 5F T-5 14' MAPLE 25' NO rolro SF T-ro 24' PLUM 36I NO 1,018 --,F T-1 ro' DECIDUOUS 20' NO 314 5F TREE CAL(fQLATION: NUM517-R, OF TREE5 ON SITE: -1 TREE-5 REMOVED: 7 REMO\/T=r2 TREE5 ALLOWED WITHOUT REPLACEMENT: I TREE5 REMOVED: 6-5" TREE-5 REMOVED: 2 >5-lb" TREES, REMOVED: 3 >195" TREE5 REMOVED: 2 REPLACEMENT TREES REQUIRED &-a" TPFE5 (1: 1): 2 TREES REQUIRED >8-11511 TREES (1:2): (b TREE5 REQUIRED >15",TREES (1:5) : & TREES REQUIRED TOTAL OF 14 REPLACEMENT TREES REQUIRED 0 gy o9 202Z Q. D 0 w Z uj 0,0 00 co uj 28 CO 4 d, w CD co z �s cli CV 10- :;: � 00 � I(-00;z;; u- z z :D 0 11 z 0 0 d z 0 z Ld w LLJ F- V) w ci z W En w i2 U) E9 EL 4 N J Q W L,IN 1541 ,06it JK�,j ��Ojj O d L�7dlf(z1KU �3a'"vi�s4m 3di LUW,a=)wP3 �QmUl 3.1Q2 9.-mwH uw00,6 _tlrl y)URw�ZLM Zn �pQ+UN �eZi�°z �q q3 m wmw4�R'z�� `30 7-wm��3Q�mU {m{yyW�l-qrq��D-��uw.0 =?Z3u�.�NfiZN JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2'14" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDAF STRENGTH FABRIC USED FILTER FABRII 6' MAX. MINIMUM 4"x4" TRENCH i I I 1 BACKFILL TRENCH WI NATIVE SOIL OR 3/4"-1.5" POST SPACING MAY BE INCREASED WASHED GRAVEL TO S' IF WIRE BACKING IS USED 2"x4" WOOD POSTS, STEEL FENCE NOTE: FILTER FABRIC FENCES SHALL BE POSTS, REBAR, OR EQUIVALENT INSTALLED ALONG CONTOUR WHENEVER POSSIBLE SILT FENCE AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R-O-W PRIOR TO INSTALLATION OF THE FOPO CONSTRUCTIOENTRANCE TO AVOID E,A"iTNG DAMAGING OFNTHE ROADWAY IT IS RECOMMENDED THAT THE R = 25' MIN. ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD Jo SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER BOIL CONTACT IF THERE IB A DEW AT TWE STAPLMG PATTEW AS PER TOP OF SLOPE, ANCHOR MANFAOTUREWS f.CONII4[adDATIONS -.. UPSLOPE OF THE BEF41 INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS MICR° �'EPo-AP ,I ANCHOR IN bMIN. TRENCHALS PER KING COUNTY ROAD STANDARDS T 11 2" INTERVALS, AND STAPLE AAT 4"-8• QUARRY SPALLS MIN. 6. OVERLAP GEOTEXTILE _ _ �}?�• _ -" I ( STAPLE OVERLAPS MAX W BPACINGa 12" MIN. THICKNESS -�.-„ PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA ' 1 '—' BRING MATERIAL DOWN TO A LEVEL AREA, 7UR4 TFE END UNDER 4• AND STAPLE AT 12" INTERVALS DO NOT STRETOW BLANKETSA1AMW_M5 TIGHT - ALLOW THE ROLLS TO MOLD TO ANT IRREGULARITIES tTPE B ASPHALT PER OPEC. FOR SLOPES LESS TWAN 34N, ROLLS LIME, FERTILIZE AND SEED BEFORE INSTALLATION. TAMP EDGE INSTRAI(!R LNE , 48' AeraE Ae auol.N EXCE!'i �uEr4: MAY BE PLACED IN HORIZONTAL STRIPS PLANT NG 07 SHRUBS, TREES, ETC. SHOULD O=UR AFTER INSTALLATION. AGPAG PAVI ABIITSTI ON30. BTRI OR PLAVB, AS O1FF:RWISE NOTED QJ FLANS. AS 011E WIlm i a 4' or Ii'4• MMIB CI0!&ED BABE AYl,F TE OIQ AB NOTED QV PAYETE]iT iHiOPE88 A B PLANS ORGEC . FOR PEDEBTPoAN PATH ]• S• OCMPAOT &BiRADE TO W. � VEHICLE ACCE88 i'A�A 3• 6 FROVDE SIRI."N"L PILL AS MR=. CON5TFRUCT ION ENTFRANC FROUND COI F, EXIST. C5 RM•101s1' 5M EL. 9651' IE (WI 99sl' 8• CONC. _ PIPE N (6" PVC). S IZO, (FEILD VERIFY) CB T-2 RIM. 0136' IE(E)•9194' 8•CONG — IEIN 7 S).9132' p°GONG EXISTING, VO WATER METER TO BE REPLACED WITW 1' ccFIFER STOCKPILE SILT PENCE GONG WALKWAT EXISTINS TELEPHONE VAULT. OCNNE CONdECT TNONE LINEUNDEURYL. LNO JD PER CENNRTLNK STANDARDS //6' EXISTNG POWER VAULT. CONNECT POWER LINE UNDEW.Routio PER F5E STANDARDS BMW RM.I18.68' IE(E).108A8' 12° IE(NE)•10S51' —/ 6° PVC IE(W-11126' 12" r'LLL0,V_ Copir- a — INsIDE Glti {L,01)) R�qw IR�,O RETAINING IN 90, W U W 0� REVISIONS 9 No c!:an.n shall be made to the scope of work wltnout p,'o: 3puroval of the Tukwila Budding Div,s,on NOTE: Revisions will reaulre a new Dian GAR SLAB s 960 Ubmittal and may include additional plan review. MAW PLR s 1065' MID PT. ROOF • 12e.13` � U 0 W �/ W U �I• VJ rM. W Ili J ~ ~ ~ ~ C C m in'�� c�Gb s� 15' SEWER EASEMENT, \RGNO. 20720823000831 ?L,A'O 6" PVC SEWER WER Ta �' •., � �, 10, PER iLt;Y' 1r aM'r' \ \ �\ \. lan review approval Is subject to errom,ana rardinance 1 \ \ eA '•\ ions. Approval of construction documents does —t-- \ \ -� \ auNOr¢e the violation of any adopted code or . the of approved Field Copy and — 6 N _ ,epntlNlons Is acknowledged: r Wig-- sy.�IMRA�PRb ��r�T�vGtL,L _ DatecI — IQ — ick CB T-1 8W) .CJ I42ND Cam' •i• Cnv of TIKW la PULL DING tINIS10A IE 112R5' 12°GONG SITE FLAN SCALE: I' = 20'-0" LOT COVERAGE (STRUCTURES) 2'100 SF. -TOTAL LOT AREA 2,150 SF. PROPOSED BUILDING COVERED I 3°� PROPOSED DRIVEWAY AND WALKWAY 3684 SF. IMPERVIOUS 41.851. COVERED PARCEL NUMBER: 500231-0190 14120 51TH AVE S TUKWILA, WA 98168 LEGAL DESCRIPTION: HILLMANS SEATTLE GARDEN TRS LOT I OF TUKWILA SP 1-09-063 REC 20120921900003 SD SP BEING LOTS 14 2 OF ELK 8 OF SD PLAT Plat Block 8 Plat Lot: 1-2 APPROVED NOV 06 2019 V ,;Iiy of Tukwila PIIEL iC VMxks SEPARATE PERMIT REVIEWED FOR REQUIRED FOR: CODEC PLIANCE [i Merrhanicel 1►PPROVED �®3 EI@ctrical ❑ Plumbing ❑ Gas Piping 13 2019 n BUILD G DOf UI Tukwila City of Tuffl. BUILDING DIVISION NOTE: PROPERTY IS SUBJECT TO HOLD HARMLESS SENSITIVE AREA AGREEMENT, KC RECORDING 0 20120131001650 PROJECT DESCRIPTION CONSTRUCTION OF NEW SINGLE-FAMILY RESIDENCE HEIGHT CALCULATION (100.91 +9 5.52 +91.06 +103.94 )/4 = 9936 AVERAGE GRADE PLANE - 9936 ...Y11VItiH1-: GEOTECHNICAL REPORT PROVIDED BY COBALT GEOSCIENCES, LLC PO BOX 62243 KENMORE, WA 98028 TEL: (206) 331-1091 CONTACT: PHIL HABERMAN cobaitgeo'stgmallzom CIVIL ENGINEERING: DRAINAGE DESIGN PROVIDED BY SAZEI DESIGN GROUP, LLC 6608 110TH AVE NE KIRKLAND, WA 98033 TEL: (425) 212-2280 CONTACT: HAMID KORASANI UKWiLA MAY2a2019 0 0. '4 r O 13 m �, 3� Z Z Dl t� W N B� 0 =9 z Z 4 to m vim m� ^� r c0 � - 0 m V .. wH 1 41 vim �u �C p �e Project # 17177 Sheet SITE-1 16,54.060 TREE RETENTION STANDARDS A. AS MANY SIGNIFICANT, EXCEPTIONAL AND HERITAGE TREES AS P05515LE ARE TO BE RETAINED ON A 51TE PROPOSED FOR DEVELOPMENT OR RE -DEVELOPMENT, PARTICULARLY TO PROVIDE A BUFFER BETWEEN DEVELOPMENT, TAKING INTO ACCOUNT THE CONDITION AND AGE OF THE TREES. AS PART OF A LAND USE APPLICATION SUCH AS, BUT NOT LIMITED TO, SUBDIVISION OR SHORT PLAT REVIEW, DESIGN REVIEW OR BUILDING PERMIT REVIEW, THE DIRECTOR OF COMMUNITY DEVELOPMENT OR THE BOARD OF ARCHITECTURAL REVIEW MAY REQUIRE REASONABLE ALTERATIONS TO THE ARRANGEMENT OF BUILDINGS, PARKING OR OTHER ELEMENTS OF THE PROPOSED DEVELOPMENT IN ORDER TO RETAIN SIGNIFICANT, EXCEPTIONAL OR HERITAGE NON-INVASIVE TREES. B, TOPPING OF TREES IS PROHIBITED AND CONSIDERED REMOVAL. C. TREES LOCATED ON VACANT PROPERTIES SHALL NOT BE REMOVED EXCEPT: 1. THOSE THAT INTERFERE WITH ACCESS AND/OR PASSAGE ON PUBLIC TRAIL5t OR 2, WHEN TREES, INCLUDING ALDERS AND COTTONWOODS, HAVE BEEN DETERMINED TO BE ONE OF THE FOLLOWING BY A TREE RISK ASSESSMENT PREPARED BY A TREE RISK ASSESSOR, AND WHERE THE RISK CANNOT BE REDUCED TO LOW WITH MITIGATION, SUCH AS PRUNING: a. MODERATE RISK WITH SIGNIFICANT CON6EQUENCE5t b. MODERATE RISK WITH SEVERE CON5EQUENCE5t c. HIGH RISK WITH A TARGET OR RISK TARGETm OR d. EXTREME RISK 3. FACTORS THAT WILL BE CONSIDERED IN APPROVING SUCH TREE REMOVAL INCLUDE, BUT ARE NOT LIMITED TO, TREE CONDITION AND HEALTH, AGE, RISKS TO LIFE OR STRUCTURES, AND POTENTIAL FOR ROOT OR CANOPY INTERFERENCE WITH UTILITIES. D. IF THE NUMBER OF TREES TO BE REMOVED EXCEEDS THE PERMITTED AMOUNT IN A 36-MONTH PERIOD ON A PROPERTY ZONED LOW DENSITY RESIDENTIAL AND IMPROVED WITH A SINGLE-FAMILY DWELLING, THOSE TREES SHALL BE REPLACED BASED ON THE REPLACEMENT REQUIREMENTS SET FORTH IN TMC SECTION 18.54.080 AND TABLE B. THE DIRECTOR OR PLANNING COMMISSION MAY REQUIRE ADDITIONAL TREES OR 5HRU55 TO BE INSTALLED TO MITIGATE ANY POTENTIAL IMPACT FROM THE TREE REMOVAL, E. PROTECTION OF TREES SHALL BE A MAJOR FACTOR IN THE LOCATION, DESIGN, CONSTRUCTION AND MAINTENANCE OF STREETS AND UTILITIES. REMOVAL OR SIGNIFICANT DAMAGE THAT COULD LEAD TO TREE DEATH OF SIGNIFICANT, EXCEPTIONAL OR HERITAGE TREES SHALL BE MITIGATED WITH ON- OR OFF -SITE TREE REPLACEMENT AS REQUIRED BY THIS CHAPTER F. A QUALIFIED TREE PROFESSIONAL SHALL PROVIDE AN ASSESSMENT OF ANY TREE PROPOSED FOR RETENTION IN A PROPOSED DEVELOPMENT TO ENSURE ITS SURVIVABILITY DURING CONSTRUCTION. G. THE DEPARTMENT SHALL CONDUCT A TREE CANOPY ASSESSMENT EVERY FIVE YEARS FROM THE DATE OF THE ADOPTION OF TH15 CHAPTER TO ENSURE THE TREE CANOPY GOALS OF THE COMPREHENSIVE PLAN ARE BEING MET. 15.54.010 TREE PROTECTION STANDARDS ALL TREES NOT PROPOSED FOR REMOVAL AS PART OF A PROJECT OR DEVELOPMENT SHALL BE PROTECTED USING BEST MANAGEMENT PRACTICES AND THE STANDARDS BELOW. 1. THE CRITICAL ROOT ZONES (CRZ) FOR ALL TREES DESIGNATED FOR RETENTION, ON SITE OR ON ADJACENT PROPERTY AS APPLICABLE, SHALL BE IDENTIFIED ON ALL CONSTRUCTION PLANS, INCLUDING DEMOLITION, GRADING, CIVIL AND LANDSCAPE SITE PLANS. 2. ANY ROOTS WITHIN THE CRZ EXPOSED DURING CONSTRUCTION SHALL BE COVERED IMMEDIATELY AND KEPT MOIST WITH APPROPRIATE MATERIALS. THE CITY MAY REQUIRE A THIRD -PARTY QUALIFIED TREE PROFESSIONAL TO REVIEW LONG-TERM VIABILITY OF THE TREE. 3. PHYSICAL BARRIERS, SUCH AS 6-FOOT CHAIN LINK FENCE OR PLYWOOD OR OTHER APPROVED EQUIVALENT, SHALL BE PLACED AROUND EACH INDIVIDUAL TREE OR GROUPING AT THE CRZ. 4. MINIMUM DISTANCES FROM THE TRUNK FOR THE PHYSICAL BARRIERS SHALL BE BASED ON THE APPROXIMATE AGE OF THE TREE (HEIGHT AND CANOPY) AS FOLLOWS: A. YOUNG TREES (TREES WHICH HAVE REACHED LESS THAN 20% OF LIFE EXPECTANCY): 0.15 PER INCH OF TRUNK DIAMETER B. MATURE TREES (TREES WHICH HAVE REACHED 20-60`o OF LIFE EXPECTANCY): I FOOT PER INCH OF TRUNK DIAMETER C. OVER MATURE TREES (TREES WHICH HAVE REACHED GREATER THAN 6051 OF LIFE EXPECTANCY): IB FEET PER INCH OF TRUNK DIAMETER 5. ALTERNATIVE PROTECTION METHODS MAY BE USED THAT PROVIDE EQUAL OR GREATER TREE PROTECTION IF APPROVED BY THE DIRECTOR 6, A WEATHERPROOF SIGN SHALL BE INSTALLED ON THE FENCE OR BARRIER THAT READS: "TREE PROTECTION ZONE - THIS FENCE SHALL NOT BE REMOVED OR ENCROACHED UPON. NO SOIL DISTURBANCE, PARKING, STORAGE, DUMPING OR BURNING OF MATERIALS IS ALLOWED WITHIN THE CRITICAL ROOT ZONE. THE VALUE OF THIS TREE 15 $ 3i4IN5ERT VALUE OF TREE AS DETERMINED BY A QUALIFIED TREE PROFESSIONAL HERE11s. DAMAGE TO THIS TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS SUBJECT TO THE VIOLATIONS SECTION OF TMC CHAPTER 18.542" 1. ALL TREE PROTECTION MEASURES INSTALLED SHALL BE INSPECTED BY THE CITY AND, IF DEEMED NECESSARY A QUALIFIED TREE PROFESSIONAL, PRIOR TO BEGINNING CONSTRUCTION OR EARTH MOVING 8, ANY BRANCHES OR LIMBS THAT ARE OUTSIDE OF THE CRZ AND MIGHT BE DAMAGED BY MACHINERY SHALL BE PRUNED PRIOR TO CONSTRUCTION BY A QUALIFIED TREE PROFESSIONAL. NO CONSTRUCTION PERSONNEL SHALL PRUNE AFFECTED LIMBS EXCEPT UNDER THE DIRECT SUPERVISION OF A QUALIFIED TREE PROFESSIONAL. S. THE CRZ SHALL BE COVERED WITH 4 TO 6 INCHES OF WOOD CHIP MULCH. MULCH SHALL NOT BE PLACED DIRECTLY AGAINST THE TRUNK A 6-INCH AREA AROUND THE TRUNK SHALL BE FREE OF MULCH. ADDITIONAL MEASURES, SUCH AS FERTILIZATION OR SUPPLEMENTAL WATER, SHALL BE CARRIED OUT PRIOR TO THE START OF CONSTRUCTION IF DEEMED NECESSARY BY THE QUALIFIED TREE PROFE55IONAL'S REPORT TO PREPARE THE TREES FOR THE STRESS OF CONSTRUCTION ACTIVITIES. 10. NO STORAGE OF EQUIPMENT OR REFUSE, PARKING OF VEHICLES, DUMPING OF MATERIALS OR CHEMICALS, OR PLACEMENT OF PERMANENT HEAVY STRUCTURES OR ITEMS SHALL OCCUR WITHIN THE CRZ. If. NO GRADE CHANGES OR SOIL DISTURBANCE, INCLUDING TRENCHING, SHALL BE ALLOWED WITHIN THE CRZ. GRADE CHANGES WITHIN 10 FEET OF THE CRZ SHALL BE APPROVED BY THE CITY PRIOR TO IMPLEMENTATION. 12. THE APPLICANT IS RESPONSIBLE FOR ENSURING THAT THE CRZ OF TREES ON ADJACENT PROPERTIES ARE NOT IMPACTED BY THE PROPOSED DEVELOPMENT. 13. A PRE -CONSTRUCTION INSPECTION SHALL BE CONDUCTED BY THE CITY TO FINALIZE TREE PROTECTION ACTIONS. 14. POST -CONSTRUCTION INSPECTION OF PROTECTED TREES SHALL BE CONDUCTED BY THE CITY AND, IF DEEMED NECESSARY BY THE CITY, A QUALIFIED TREE PROFESSIONAL. ALL CORRECTIVE OR REPARATIVE PRUNING WILL BE CONDUCTED BY A QUALIFIED TREE PROFESSIONAL 18.54.080 TREE REPLACEMENT STANDARDS WHEN TREE REPLACEMENT IS REQUIRED, THE SITE SHALL BE PLANTED WITH TREES TO MEET THE FOLLOWING MINIMUM REQUIREMENTS: 1. EACH EXISTING SIGNIFICANT TREE REMOVED, INCLUDING REMOVAL OF TREES IN EASEMENTS AND RIGHTS -OF -WAY FOR THE PURPOSES OF CONSTRUCTING PUBLIC STREETS AND UTILITIES, SHALL BE REPLACED WITH NEW TREE(5), BASED ON THE SIZE OF THE EXISTING TREE AS SHOWN BELOW, UP TO A MAXIMUM DENSITY OF 10 NEW TREES PER ACRE, GENERALLY 121S FEET APART. IF THE NUMBER OF REQUIRED REPLACEMENT TREES EXCEEDS 51TE CAPACITY, PAYMENT IS REQUIRED INTO THE CITY'S TREE FUND. 2, TREE REPLACEMENT RATIOS. TABLE B ESTABLISHES TREE REPLACEMENT RATIOS WHEN SIGNIFICANT, EXCEPTIONAL OR HERITAGE TREES ARE REMOVED. FOR PROPERTIES ZONED LOW DENSITY RESIDENTIAL AND IMPROVED WITH A SINGLE-FAMILY DWELLING, WHEN THE NUMBER OF TREES PERMITTED TO BE REMOVED IN A 36-MONTH PERIOD, AS SHOWN IN TABLE A, HAS BEEN EXCEEDED, THE REPLACEMENT RATIOS SET FORTH IN TABLE B APPLY, TREES DAMAGED DUE TO NATURAL DISASTERS, SUCH AS WIND STORMS, HAIL, ICE OR SNOW STORMS, AND EARTHQUAKES, ARE NOT REQUIRED TO BE REPLACED. TREES DETERMINED TO BE DEFECTIVE BY THE CITY OR A QUALIFIED TREE PROFESSIONAL, ARE NOT REQUIRED TO BE REPLACED. 3. THE PROPERTY OWNER 15 REQUIRED TO ENSURE THE VIABILITY AND LONG-TERM HEALTH OF TREES PLANTED FOR REPLACEMENT THROUGH PROPER CARE AND MAINTENANCE FOR THE LIFE OF THE S(TE'5 IMPROVEMENT. REPLACED TREES THAT DO NOT SURVIVE MUST BE REPLANTED IN THE NEXT APPROPRIATE SEASON FOR PLANTING. 4. IF ALL REQUIRED REPLACEMENT TREES CANNOT BE ACCOMMODATED REASONABLY ON THE SITE, THE APPLICANT SHALL PAY INTO THE TREE FUND. THE FEE SHALL BE 5A5ED ON THE VALUE OF THE REPLACEMENT TREES AND THEIR DELIVERY, LABOR FOR 51TE PREPARATION AND PLANT INSTALLATION, 501L AMENDMENT, MULCH, AND MAINTENANCE COSTS FOR THREE YEARS. IN SOME CIRCUMSTANCES, OFF -SITE TREE REPLACEMENT MAY BE ALLOWED, SUBJECT TO ADDITIONAL MAINTENANCE FEES. MR. A: 1 4�4 Amount 14 I of a T. 'llllllll iT` EqTrMeeuivalent Numbero Tree �`t Removed Trees i f 1 # f� � • e • � �- �1 5. TREE REPLACEMENT SHALL ALSO MEET THE STANDARDS IN TMC SECTION 16B4.160. 18.54.160 SOIL PREPARATION, PLANT MATERIAL AND MAINTENANCE STANDARDS A. SOIL PREPARATION. 1, SOILS MUST BE PREPARED FOR PLANTING BY INCORPORATING COMPOST AND/OR TOPSOIL TO A DEPTH OF 12 INCHES THROUGHOUT THE PLANTING AREA. 2. AN INSPECTION OF THE PLANTING AREAS PRIOR TO PLANTING MAY BE REQUIRED TO ENSURE SOILS ARE PROPERLY PREPARED. 3. INSTALLATION OF PLANTS MUST COMPLY WITH BEST MANAGEMENT PRACTICES INCLUDING, BUT NOT LIMITED TO: a. PLANTING HOLES THAT ARE THE SAME DEPTH AS THE SIZE OF THE ROOT BALL AND TWO TO THREE TIMES WIDER THAN THE ROOT BALL. b, ROOT BALLS OF POTTED AND BALLED AND BURLAPPED (545) PLANTS MUST BE LOOSENED AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. ALL BURLAP AND ALL STRAPS OR WIRE BASKETS MUST BE REMOVED FROM 545 PLANTS PRIOR TO PLANTING. c. THE TOP OF THE ROOT FLARE, WHERE THE ROOTS AND THE TRUNK BEGIN, SHOULD BE PLACED AT GRADE. THE ROOT BALL SHALL NOT EXTEND ABOVE THE SOIL SURFACE AND THE FLARE SHALL NOT BE COVERED BY SOIL OR MULCH. FOR BARE ROOT PLANTS, ENSURE SOIL BENEATH ROOTS IS STABLE ENOUGH TO ENSURE CORRECT HEIGHT OF THE TREE. d. IF USING MULCH AROUND TREES AND SHRUBS, MAINTAIN AT LEAST A 4-INCH MULCH -FREE RING AROUND THE BASE OF THE TREE TRUNKS AND WOODY STEMS OF SHRUBS. IF USING MULCH AROUND GROUNDCOVERS UNTIL THEY BECOME ESTABLISHED, MULCH SHALL NOT BE PLACED OVER THE CROWNS OF PERENNIAL PLANTS. B. PLANT MATERIAL STANDARDS. L PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS AND WELLFORMED, WITH WELL -DEVELOPED, FIBROUS ROOT SYSTEMS, FREE FROM DEAD BRANCHES OR ROOTS. PLANTS SHALL BE FREE FROM DAMAGE CAUSED BY TEMPERATURE EXTREMES, PRE -PLANTING OR ON-51TE STORAGE, LACK OF OR EXCESS MOISTURE, INSECTS, DISEASE, AND MECHANICAL INJURY. PLANTS IN LEAF SHALL SHOW A FULL CROWN AND BE OF GOOD COLOR PLANTS SHALL BE HABITUATED TO OUTDOOR ENVIRONMENTAL CONDITIONS N! E. HARDENEDOFF). 2. EVERGREEN TREES SHALL BE A MINIMUM OF 6 FEET IN HEIGHT AT TIME OF PLANTING. 3. DECIDUOUS TREES SHALL HAVE AT LEAST A 2-INCH CALIPER AT TIME OF PLANTING AS MEASURED 4B FEET FROM THE GROUND, DETERMINED ACCORDING TO THE AMERICAN STANDARD FOR NURSERY STOCK AS IT NOW READS AND AS HEREAFTER AMENDED. 4. SMALLER PLANT STOCK MAY BE SUBSTITUTED ON A CA5E5Y-CA5E BASIS WITH APPROVAL OF THE CITY'S ENVIRONMENTAL SPECIALIST, 5. TREE SPACING SHALL TAKE INTO ACCOUNT THE LOCATION OF EXISTING AND NEW TREES AS WELL AS SITE CONDITIONS- 6. WHERE THERE ARE OVERHEAD UTILITY LINES, THE TREE SPECIES SELECTED SHALL BE OF A TYPE WHICH, AT FULL MATURITY, WILL NOT INTERFERE WITH THE LINES OR REQUIRE PRUNING TO MAINTAIN NECESSARY CLEARANCES IIIIII VoII'IIi Tfeesin Qualified montill Tree periodthatProfessional- ' be, Pep removed Figure V-5.3.4 Example of a Permeable Pavement (Concrete or Asphalt) Section Pen" W.P r�vasnea saPa o<a.s mN�ea area soPem,baremarxiffi 8' operty2ded base mffiainl, � - z�sned-wesbed Subprsde, deieemne aPPacHgP nPeed PP ae9v+.ewuPme„i: NOTTO SCALE Figure V-5.3.4 Example of a Permeable Pavement (Concrete or Asphalt) Section DEPARTMENT OF ReaP,a aaPPa<y zGra ECOLOGY Pi_aee mmrro,«+,ayP.a.sow+xmir«mPrmi+�Pa ce �ndua eS PemiosoPe, seam ar wa:n�nomo 6migben NrabiGb. and dstlaimer. 2014 Stormwater Management Manual forWestem Washington Volume V - Chapter 5 - Page 919 IIUStDE � 14 IALNUMSER 7 0' 1633 ,.INCHES. _. ... ...... .METER INCHES 3 RETAIN ...... _ ......... ....._. REMOVAL ALLOWENCE PER TABLEA (12-18" 2TREES PER 36MONTH LARGE CANOPY TREE PER TABLE 8 (NUMBER OF REPLACEMENTTREI TREE CANOPY REMOVED ACE WITH (3) THREE TREES PER TABLE Arm' ;TREE !OUS CHAINLINK POST 0 MX 16' D.C. AT LOCATION IN ON PLANS 1. MINIMUM SIX (6) FOOT HIGH TEMPORARY CHAINLINK FENCE SHALL BE PLACED AT THE CRI-TICAL ROOT ZONE OR DESIGNATED LIMIT OF DISTURBANCE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY ENCIRCLE TREE(S). INSTALL FENCE POSTS USING PIER BLOCK ONLY. AVOID POST OR STAKES INTO MAIOR ROOTS. MODIFICATIONS TO. FENCING MATERIAL AND LOCATION MUST BE APPROVED BY PLANNING OFFICIAL 2. TREATMENT OF ROOTS EXPOSED DURING CONSTRUCTION: FOR ROOTS OVER ONE (1) INCH DIAMETER DAMAGED DURING CONSTRUCTION, MAKE A CLEAN STRAIGHT CUT TO REMOVE DAMAGED PORTION OF ROOT. ALL EXPOSED ROOTS SHAD- BE TEMPORARILY COVERED WITH DAMP BURLAP TO PREVENT DRYING AND COVERED WITH SOIL AS SOON AS POSSIBLE 3. NO STOCKPILING OF MATERIALS, VEHICULAR TRAFFIC, OR STORAGE OF EQUIPMENT OR MACHINERY SHALL Be ALLOWED WITHIN THE LIMIT OF THE FENCING, FENCING SHALL NOT BE MOVED OR REMOVED UNLESS APPROVER BY THE CITY PLANNING OFFICIAL. WORK WITHIN PROTECTION PENCE SHALL BE DONE MANUALLY UNDER THE SUPERVISION OF THE ON -SITE ARBORIST AND WITH PRIOR APPROVAL BY THE CITY PLANNING OFFICIAL. 4. FENCING SIGNAGE AS DETAILED ABOVE MUST BE POSTED EVERY FIFTEEN (I5) FEET ALONG THE FENCE. ® TfFREE F�n, - S 142ND SST IS-54180 APPROVED AND PROHIBITED TREES THE CITY WILL MAINTAIN ON FILE, AND PROVIDE UPON REQUEST, A LIST OF APPROVED TREES FOR PLANTING AND TREES THAT ARE PROHIBITED FROM BEING PLANTED IN THE CITY. THESE LISTS WILL BE UPDATED AS NEW INFORMATION BECOMES AVAILABLE. REPLACEMENT TREES (3) THREE REPLACEMENT TREES PER CITY OF TUKWILA APPROVED TREES FOR PLANTING, PLANTED APROXOMATELY W-15' APART. 5� 54t • C u Fbp- DF_iflr►d�D S ATE PL" TREE FLAN SCALE: I' = 20'-0" ty of Tukwila AI�JBUC LA#o ks REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 8 2019 PERMIT CENTER u 0. e 3tbm 0 Iu j m � CQ 4 -t3 Z Lu m 0 t7 0 91 U) ~ W lu t3 `O�o�i m E �X Z Q 6Q62 m Ln >n tll - 9 u RIM=q'5 50" IE (IN)= a7.53' � 14LF 6" PVC IE (OUT)= C17.33' EXIST. G5 ® 2% SLOPE (FEILD VERIFY) RIM=101.51' TO : 98.50. -�- 2 1 5TM EL= a6.51' SOT: 98.00' IE (W) 11 1.51' S" GONG. 41-F 6" PVG @ 2% SLOPE 4" DIA. PERFORATED PVC PIPE IN W' PVC)= cl7.00' I FOOTING DRAIN LINE (FEILD VERIFY) ce T-z RIM=101.36' TO : g�f?-QSa' TO : 95.50' IE(E)=97.94' 8"CONC ( 9�\\ `96\ 9�\\ 50T: 95.00' 9 0, SQT: g2.50 IE(N & S)=97.32' 12"CONC � A5PHALT DRIVEWAY IN ROW �/02; EXISTING GONG APRON \ �\ PROVIDE 15 LF 4" DIA SOLID PVG 5CH-40 S.S_5.L_\ - Q) FROM FOOTING DRAINS TO DRYWELL PERFORATED PIPE\\ CONNECTION IN 10'X2'X2 \ MIN \ xt _ ` \ IaRYIOUS C WASHED ROCK TRENCH 1 \I N I ONS J \ rn 1 Y�RIVEWAY ` �` 0- RETAINING WALL PER DETAIL ON 5HT C1.2 \ ( OI DETAIL I/01.2 IILF 6" PVC ® 29. SLOPE 0 \\ i' \\\ \, \ \ \ (TYP) EXISTING 5/4' WATER �'� \ W \ 1 \ \ PROVIDE 6'-0" DIA. x 7'-O" DEEP METER TO BE REPLACED ` - \ 1 \ DRY WELL FOR FOUNDATION WITH I' COPPER (\\ \ w \ l N \ \ \ \ 1` \ 1 \ DRAIN. FILL DRY WELL w/ I I/2" IS"x18"x48" DEEP YARD DRAIN \ \ 1 1 tp� \ — ( \ WASHED ROCK. TOP OF DRY WELL W/ GRATE °j — —\—r -- _ TO SE 1'-0" BELOW FIN15H GRADE. LID 100.00' \\ \ 201, M PLE j — — — — `\ 9 ItJSt GitoN�g �' p pp D� Y WALL BTM ®g5.00' / \ \ T5 I U ` ` PROVIDE 5 LF 4" DIA SOLID PVC 5CH-40 6" PIPE 5. IE = gq.50' 06', I \ \ I CxAkAGE \ FROM FOOTING DRAINS TO DRYWELL 6" PIPE (OUT) IE= g8.00' ` \ I I SLAB 9ro. ` \ 16 ° R 1 \ \\ I I �\ 5OT: 94.00' (FIELD VERIFY ALL ELEVATIONS) � \\ } \ I I I PER US `\ \\ < \ \ \\CONC YiALKR \�`� (I I \\\ SLEEVE PIPE UNDER DRIVEWAY 11L \ ( \ I ` INTO 6" C-1100 PIPE PROPERTY 15 SUf3JECT TO HOLD / > N 20' \ HARMLESS SENSITIVE AREA 08 AGREEMENT, KC RECORDING* -t 020120131001F>50 \\ 14" MAP 1 PROPOSED \ I \ \ LE d s 104 ` TB RESIDENCE MAIN=I06.50' \\ PERFORATEDPVC 55MT=46.50' FOOTING DRAIN LINE \ GUT 4 FILL / \ \ ENTRY �\ 9 70\ I \ OO \ \ 6, QUANTITY OF CUT= 500 CU YD \� I `r-�^ MAPLE I \ 4" DIA. SOLID PVC QUANTIFY OF FILL (121V TOP SOIL)= 141 CU YI7 �� �� FBR I \ I (-Gp \' \ ROOF DRAIN LINE a � \ \ lu 1 \ ` \ m I ( ( \ \ DOWNSPOUT W/ 7 - \ \ \ I \ GLEAN OUT (TYP.) /2 4ICD I\ n ` \� @ I OV'D PAT[ - �o vv O v D) \ \ o l \ I Q �m1 //� v v �24 v y I EXISTING 4" PVC lu SEWER z \ \ ( \ ` ' — `\ i \? I tP 1 \YFER --15' SEWER E5M'T, EXISTING TELEPHONE VAULT. \ wv� \� —'-- -�- — \ — �8 — — —1: j7 REG. NO. 20120525000551 CONNECT TELEPHONE LINE \\\\\\ PLAT UNDERGROUND PER 7/6 I 1 \ TPED CENTURYLINK STANDARDS I \6 TEL ` VAULT _ � \At 77(9, 0 � v[-i�Wv� �\-!\\ I� `\ bye\---6`'— \` \ I \ \ \ 10 UTI TY E5M T, \ a \ EXISTING POWER VAULPER PLAT. I\� \ \ `\ `\ \b CONNECT POWER LINE UNDERGROUND PER PSE \ \ \ \ STANDARDS `\ \ \ N I \\ ` \ _ _,, _ �Q.00' _ I �_ 2N�? 5T y \ —� ----\ N E 4 2 j W 429.08' '( 29.11' PLAT) SMH RIM=118.68' IE(E)=118.48' 12" ` f IE(NE)=108.51' 6" PVC ( C8 T-1 IE(S)=111.26' 12" ( -� RIM=116.25' .�/ IE(E)=112.25' 12"CONC OL IE(SW)=112.45' 12"CONC ^ �� DRA 1 NACRE CONTROL. PLAN SCALE (" = 10-0" O 20 40 50 EXISTING 6" PVC SEWER VICINITY'' MAP .� _ utn�s.;n:rn PARCEL NUM5t=R 5565c100765 SITE ADDRESS 14120 57TH AVE 5 TUKWILA, WA. 118165 LF—GAL DESGRI PTI ON HILLMAN5 SEATTLE GARDEN TR5 LOT I OF TUKWILA 5P LOcl-063 REG 20120a27d1000O5 SD 5P BEING LOTS 1 4 2 OF ELK 8 OF 5D PLAT PLAT BLOCK: 6 PLAT LOT: 1-2 LOT GOVERAr5E LOT AREA: IMPERVIOUS AREA: MAIN ROOF AREA: 2,255 5F COV'D ENTRY AREA: 75 SF COV'D PATIO AREA: 165 5F TOTAL: 2,478 5F PERVIOUS PAVING AREA: DRIVEWAY: 1,127 5F WALK: 256 5F TOTAL: 1,415 5F TOTAL LOT COVERAGE: = 3,8a1 SF y OF LOT AREA: =50.55% 'inesc plans have been reviewed by the Public Vlorks Department for conformance with current 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 tests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmlttat of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date By: \ J 0 /Z V 0 REVIEWED FOR CODE COMPLIAN( APPROVED 40V 13 2019 City of Tukwila BUILDING DIVISIn RECEIVED CITY OF TUKWILA MAY 282019 PERMIT CENTER Z Q J n —J O Z O LLl C� Z Q Q �I W CMM COO Ol- UJ0)N<0D Q j N 2 _ > N CO �g OD Y J X mYIW W E3 Z W ro WAMA Y U) E N n I.S. ReNsio"7aY 9/8,PRR,REC77DNS 2 TY/2079REC77GNS �7 Drawn Checked Date Sh.t REC,0MMENI7EID GONSTRUGTION SE:QUF_NGF_ A DETAILED CONSTRUCTION 5EGUENCE 15 NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEGUENCE 15 PROVIDED BELOW: 1. HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION 51GN AS REQUIRED). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. &.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). -1. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. 5. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN ER05ION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. 11. RELOCATE EROSION CONTROL MEASURE OR INSTALL NEW MEASURES 50 THAT AS SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY ER05ION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY 5EA501N OR TWO DAYS DURING THE NET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EGU I VALENT. 15. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF TH15 PROJECT STABILIZE D15TURBED AREAS AND REMOVE 5MP'5 15 P 16. FOLLOW 2016 KING COUNTY 5URFACE WATER DE516N MANUAL (KG5WIDM) FOR ALL STANDARDS INSTALLATION OF DRAINAGE STRUCTURES. STORM 17>RA I N NOTES: 1. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON TH15 PLAN. CONTRACTOR IS RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS GALL BEFORE YOU DIG 1-500-424-5555 3. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.00% 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVC SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL BE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. C7RAVEL FILLED D I SFERS I ON TP,F-N('H NOTF-5: I. THE TRENCH WIDTHS ARE SHOWN ON THE PLAN. 2. THE TRENCHES MUST BE PILLED WITH AT LEAST IS" OF J" TO 1�" WASHED DRAIN ROCK. THE DRAIN ROCKS MAY NOT BE COVERED WITH ANY BACKFILL MATERIAL. 3. FILTER FABRIC MUST BE PLACED ON BOTTOM AND SIDES OF THE TRENCH PRIOR TO BE FILLED WITH DRAIN ROCK. 4. THE RUNOFF FROM THE IMPERVIOUS SURFACES SHALL PASS THROUGH A YARD DRAIN OR CATCH BASIN FITTED WITH A DOWN TURNED ELBOW PRIOR TO ENTERING THE INFILTRATION TRENCHES. THE ELBOW I5 INTENDED TO TRAP SPILLED MATERIAL IN CATCH BASIN SUMP SO THAT THE SPILLED MATERIAL AND SEDIMENTS GAB BE REMOVED AND/OR GLEANED BY HOMEOWNER AS ROUTINE MAINTENANCE. 4" DIA FEW. T`rFE I CATCH 5AS I N NOTES: DRAIN TYP SI STORM SYSTE I I. CATCH BA51N5 SHALL BE CONSTRUCTED IN ACCORDANCE WITH A5TM C-415 (AA5HO M-199) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REGUIREMENT5. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE GLASS 4000 5. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNE55 OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH 5A51N FRAME AND GRATE SHALL BE IN ACCORDANCE WITH 5TANDARD SPECIFICATION AND MEET THE STRENGTH REGUIREMENT5 OF FEDERAL SPECIFICATION RR,-F-6210. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON- ROCKIN6 FIT WITH ANY COVER POSITION. 6. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BA51N WALL. DRIVEWAY APPROA H NOTM, I. 5AWCUT AND TACK ROAD TO DRIVEWAY APPROACH JOINT. 2. DRIVEWAY APPROACH TO BE 6" HMA CLA55Y2" Pro 64-22 A5PHALT IN 2' LIFT5. 5. HOT MIX A51-HALT OR CONCRETE TO 5E PLACED OVER COMPACTED GR A D E AND 4' OF CSTG COMPACTED TO Q5%. 4. APPROACH SLOPE AND EDGE RA2I1.15 TO BE DETERMINED BY THE ENGINEER. nr , III ►. _���� Aq_ IZONTAL - ��jl• tat'���VrR.TICAL DE- - i,■ � t 1111- �I/�-.III II_...■ 4" DIA ROOF D TIC?HTLINE TO 6' SYSTEM (TYP.I AF RETAINING WALL DIMENSION 4 9REIDAR SGNEDULE MAX WALL HT (FT) MAX FILL HT. (FT) WALL THICKNESS (N) FOOT04 WIDTH (N) FOOTINGEPEfPIT14 TOE WALL n13AR (VERTICAL) WALL n13AR (HORIZ) HOOK LENGTH INTO FTC, FTC, DOWEL SPLICE FTC WAR TRANSVERSE FTC, RE9AR LOW41TUDINAL H'L PF T W TOE AV AH L J AT AF UP TO '"8"V-S' i'-4" -4616" O.G. •4016" O.O. 12" 24" 4012" OG. (3)--4 V-'ill TO 51_m11 ,(,_6u bn 31-4n P_e. 4012" O.U. •4012" O.O. 12" 24" 4012" O.C. (4)-4 61_0" 51_6" 8n 31_60 P-9" 10" -4010" O.O. -4012" O.G. 12" 24" -4612" O.C. (4)-4 11-0" 0-6" 8" 31-9" 21-0" 10" 0408° O.C. •4010" O.C. 18" 30" -4010" O.G. (4)-•4 8'-m" 1'-6" 8" 41-0" 2'-4" 10" 5612" O.C. 5012" O.G. 18" 36" -4010" O.C. (5)-04 9'-O" 8'-6" 8" 4'-3" 21-6i1 10' 5010" O.G. 5012" O.C. 18" 30 -4010" O.C. (5)-4 101-0" el-6" 8" 5'-3" 21-So 12" SOD' O.G. 5012" O.O. is, 36" 408" O.O. M)-=4 II'-0" 101-6" 8" 51-6" 3'-0" 14" 506" O.C. 5012" O.G. 24" 42" 5012" O.C. W-0" H'40 10" 51-S" 3'-4" 14" 506" O.C. 5412" O.G. 24" 42" 1 5010" O.C. C5)-5 SITE RETAININCR WALL GI.2 PLAN VIEW ROOF GUTTER NO SCALE TO APPROVED TYPE 1 CATCH BASIN DRAINAGE IN ROADWAY OR OUTFALL RESIDENTIAL YARD DRAIN SOLID WALL 4" PERFORATED SEE NOTE (SDRV35) PIPE (PIPE ) (SEE NOTE 2 10' MIN. (NOTE 4) - - UB PERMIT 10' MIN. INFILTRATION INSPECTION L_ - (NOTE 4) TRENCH R 1? - - - DRAIN PIPE 10' MIN. COVER -HERRING BONE (NOTE 4) GRATE OR EQUAL t4" PVC (SDR 35) FORATED PVC PIPE 1 1' MIN. I LtvtL 3'" MIN. 1' MIN, 1' MIN. 5' MIN. WASHED ROCK 3/4"-1 1/2" 1/2" HARDWARE CLOTH SCREENING, IL. -A LEVEL BOTTOM ONLY VARIES, 10' MIN. 10' MIN. PROFILE VIEW NO SCALE COMPACTED FILTER FABRIC BACKFILL (3 SIDES) 4" DIA. PERF. TO" MIN. PVC PIPE W/ TOP SOIL TEE WASHED ROCK 3/4"-1 1/2" _ 2' MIN. -� SECTION A -A NO SCALE AFTER POST INSTALLATION C4ROUT FILL THE SPACE WITH WO' PSI NON-SHRINKADLE NONMETALLIC 100/ FLOWADLE GROUT 3/a" CHAMFER FIN. GRADE OR SLA15 3" DIA. (INSIDE DIA. ID) A971`t-A5.3 x 911 TALL EMBEDDED Y2" DOWN FROM TOP OF WALL a 4511 O.C. MAX. 2" CLIP 04's612" O.C. HOIPIZ "e"6013" O.C. VERT, NOTE: FOR BALANCE OF RETAINING? WALL INFORMATION SEE RETAINING WALL DTL THIS SHEET UI 200 L13S POINT LOAD w O _ DOWNSPOUT TYPE 1 CATCH BASIN IN ROADWAY OR RESIDENTIAL YARD DRAIN NOTES: 1. TRENCH SHALL NOT BE LOCATED WITHIN 100' OF A WELL OR 30' FROM ANY PART OF A SEPTIC SYSTEM. 2. CENTER PERF, PIPE HORIZONTALLY IN TRENCH. 3. NOT TO BE USED IN CRITICAL AREA BUFFERS OR STEEP SLOPES > 25%. 4. DIMENSION VARIES PER SETBACK REQUIREMENTS. 5. MAXIMUM 5,000 SF. ROOF AREA PER 10' OF PERFORATED PIPE 211 DIA (OUTSIDE DIA. OD) ASTM-A53 0 4'-0" O.C. AS PEDESTRIAN FENCE POST RECESS I' ""^(4) •4x2'-0" LONG? (I WELDED TO PIPE (SOCKET/ EMBED) GRADE 40 i3ARS �I (WELDAPLE) all WALL (4) +3 R -15AR HAIRPINS (2) EA. SIDE OF PIPE n1211 SOCKET/EMPSD a roll O.C. I ' ILINC4 CONK. AT SITE RETAIN WALLS 1 1/2" = 11-0" REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION These plans have been reviewed by the Public I' orks Department for conformance with current 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 and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to 11 field in by the Public Works utilities i Date: nspector. By: JRM ILIAJJS RECEIVED CITY OF TUKWILA MAY 2 8 2019 PERMIT CENTER J J a 0 (I) 0 ZSCOO (".6 W ¢QNO) _ N CO F 00 00 �e (0YF--ti N J_ d H W 0 d N H O Z d J J Z 0 LA C.� d Z ry 0 STANDARD C.,,ONSTRUGTION NOTES I. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-0I1di AT LEAST 45 HOURS (2 WORKING DAY5) BEFORE 5TARTIN6 PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (I WORKING DAY) IN ADVANCE BY GALLING 206-433-011cf. 4. THE CONTRACTOR A55UME5 SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTIN6 FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(5) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE516N AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWIN65. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. -1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLE55 OTHERWISE APPROVED BY THE PUBLIC NORKS DIRECTOR. 5. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWIN65 ON -SITE. a. CONTRACTOR SHALL PROVIDE RECORD DRAWIN65 PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC NORKS APPROVAL BEFORE IMPLEMENTATION. II. ALL 5URVEYIN6 FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WA5HIN6TON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD IrI55. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO N6VD Icl2Q. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL 516N5 DAMA6ED OR REMOVED DUE TO CONSTRUCTION. 67RAID I NC7 ,AND EROSION CONTROL. NOTES I. THE EROSION PREVENTION AND SEDIMENT CONTROL (E50) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE 5EGINNIN6 ANY CONSTRUCTION ACTIVITIES ESTABLISH THE CLEARIN6 LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 5. BEFORE ANY GROUND DISTURBANCE OCCURS ALL DOANSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESO) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL E5C MEA5URE5 ACCORDING TO THE E50 PLAN. 4. ESC MEASURES, INCLUDIN6 ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL 51TE CONSTRUCTION 15 COMPLETED AND PERMANENT STABILIZATION 15 ESTABLISHED. 5. FROM MAY I THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNNORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER I THROUGH APRIL 50, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT RILL REMAIN UNAORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: • PROTECT STOCKPILES AND STEEP GUT AND FILL SLOPES IF UNNORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. -7. BY OCTOBER 5, SEED ALL AREAS THAT WILL REMAIN UNNORKED DURING THE NET SEASON (OCTOBER I THROUGH APRIL 50). MULCH ALL SEEDED AREAS. UT I L. I T1' NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LANS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET N15HA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES 5 IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RI(5HTS-OF-NAY OR EASEMENTS AFTER ASPHALT PAVIN6. SAN I TAR)" SEAER NOTES I. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE516N AND CONSTRUCTION STANDARDS, UNLE55 OTHERAISE APPROVED, 2. THE CONTRACTOR SHALL MARK THE END OF THE 51DE SEVER, INSIDE THE PROPERTY LINE, KITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED I -FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE 51DE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3.INSTALL SANITARY SEAER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXI5TIN6 OR PROPOSED WATER SUPPLY AND AT LEAST 15 INCHES BELOA THE BOTTOM OF A WATER LINE. �NQR< IN RIGHT-OF-6AY I. WHEN ACTIVITY 15 UNATTENDED, INSTALL A 516N WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.05.140 2. INSTALL BARRICADES, SISNS, WARNING LI6HT5 AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION 15 CLEARED AND THE RIGHT-OF-WAY 15 RESTORED. TMC 11.05.1-tO.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMC II.06.150 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOININ6 EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.05.220.D -C. D15TURBANCE OF SURVEY MONUMENTS AND MARKERS REOUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. S.COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMO 11.05.210 a. INSTALL TEMPORARY 51DEAALK OR CURB RAMP IF PERMANENT 15 BLOCKED. TMC 11.05.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONT160005 RIGHT OF WAY SURFACE. TMC 11.05.220 11. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. FAVEMENT RESTORATION I. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLONIN6 BACKFILLIN6 OR WHEN CONCRETE 15 CURED. a.EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACINS, OR FACILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 'f CALENDARDAYS b. FOR WORK PREVENTED DUE TO WEATHER: a PROVIDE A TEMPORARY PATCH. 3. PROVIDE A CONSTRUCTION SCHEDULE ADDRE551N6 MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS OUICKLY AS POSSIBLE STORM DRA 1 NA6E NOTES 1, ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DE5161st AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DE516N MANUAL, UNLE55 OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS KITH @DUMP NO AASTEA AND EITHER @DRAINS TO STREAMS-, @DRAINS TO NETLANDSA, OR @DRAINS TO GROUNDAATERA, AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 5:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE 51DE SLOPE. 4.51N6LE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DONNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A HIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2AX4A STAKE, BURIED 4-FEET AND LABELED @STORM' OR OI7RAINA. V ,A7ER SUFF'L "f NOTES I. THE CONTRACTOR SHALL INSTALL CORPORATE` STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA RILL INSTALL THE METERS. 2. PRE55URE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4.IN5TALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF A55EMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT H16H POINT OF MAIN. &.INSTALL FIRE HYDRANT ASSEMBLY 50 IT STANDS PLUMB AND 50 THAT THE LONEST OUTLET 15 AT ISA ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 56A AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. -I. THE INSTALLER OF A FIRE LINE BACKFLOA PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER 15 DIFFERENT FROM THE BACKFLOIN PREVENTION DE516NER, THE INSTALLER MUST STAMP, 516N, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, 516NATURE, AND DATE. S.INSTALL WATER MAINS GROSSING SEWER LINES 50 THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST IS INCHES ABOVE THE TOP OF THE SEVER. LOCATE FULL SECTION OF WATER PIPE 50 THAT ITS MIDPOINT 15 ABOVE THE SEWER PIPE AT THE CR0551N6. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. a. INSTALL WATER 5UPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXI5TIN6 OR PROPOSED SEWER AND AT LEAST 15 INCHES ABOVE THE TOP OF A SEWER. T1=MF0RAR4 'r FROSION AND SED I MENTAT 1 ON GON7ROL. fig' EM I REMENTS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL 61RADIWDRAINA6E ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TESC)(INCLUDIN6 BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARIN6/GRADIN6/ETC. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESC FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS AS CONDITIONS AARRANT AND THE PROJECT PROGRE55E5, INCLUDING GLEANING OF DOANSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THI5 PROJECT. I- THE IMPLANTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESL FACILITIES 15 THE RESPONSIBILITY OF THE OWNER AND/OR THEIR CONTRACTOR UNTIL ALL CONSTRUCTION 15 APPROVED. 2- THE BOUNDARIES OF THE CLEARIN6 LIMITS SHOWN ON THI5 PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 3- THE TESL FACILITIES SHOWN ON THI5 PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THESE TESL FACILITIE5.5HALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESL METHODS SUCH AS 5EEDIN6, MULCHING, PLASTIC COVERIN6, ETC. 5- THE TESL FACILITIES ON INACTIVE 51TE5 SHALL BE INSPECTED AND. MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (NHERE REQUIRED) AT THE 5E6INNIN6 OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT CLEAN DURING THE CONSTRUCTION PERIOD. -F- ANY PERMANENT FLOW CONTROL FACILITY USED A5 A TEMPORARY SETTLING BA51N SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. REVIEWED FOR CODE COMPLIANCE APPROVED Nov 13 2019 City of Tukwila BUILDING DIVISION z Q J tl J O tY z 0 z O 1- <C F- z Lj W Cn PER W co W�NC'D QN co = N oU ZtoLo O0<0404 oD Y J ctooYHti 5- NHERE STRAN MULCH FOR TEMPORARY EROSION NOV 06 201(� CONTROL 15 REQUIRED IT SHALL BE APPLIED AT A ! MINIMUM THICKNESS OF:2 OR 3 INCHES. . Y of Tukwila �UELIC th°o; E<s a- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THI5 PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXI5TIN6 UNDERGROUND UTILITIES PRIOR TO COMMENCIN6 CONSTRUCTION ALWAYS RECEIVED CALL BEFORE YOU DIG: 1-600-424-5555 CITY OF TUKWILA R°Nsi°na a'[[YY coRREcnoRs �9/e/2018 &27) 01 RE-. h-S 2 7/20,9 �- A ®_ EROSION CONTROL_ MAY 2 8 2019 °roe^ Ch°.°° PERMIT CENTER SEED MIXTURE TABLE o°t° She°t A- CHENIN65 OR RED FESCUE 40 (% OF WEIGHT) B- ANNUAL OR PERENNIAL RYE 40 (% OF WEIGHT) C- REDTOP OR COLONIAL BENT6RA55 10 (90 OF WEIGHT)` D- WHITE DUTCH GLOVER 10 (% OF NE16HT) c° e Pow.& 013-01 (7"(FE 1) 54"x50" RIM=1550" IE= "15.50, IE (IN)= 11.55' 14LF 6" FVr- IE (OUT)= 11.55, EXIST. 05 g 2% SLOPE (FEILD \/ERIF'r') /PROVIDE 5 BILIZE RIM=101.51' TOP- 95.50. CONSTRUCTION ENTRANCE 5TM EL= 11651' SOT: 95.00' DETAIL ON SHEET C2.2 IE (N) c1cf.51'5" CONC. 4LF 6" F\/0 @ 2% SLOPE 4" DIA. PERFORATED P\/0 PIPE IN (&" f='VG)= 11.00' FOOTING DRAIN LINE (FEILP VERIFY)CB T-2 TOP: 'B6.00, TO •- 95.50' RIM= 101 .36' 8"CONC �9 IBOT: S5.00" OSOT:S250' IE(E)=97.94- IE(N & S)=97.32' 12 "CONC ASPHALT DRIVEWAY IN ROW EXISTING CONC, APRON Eq T FENCE PROVIDE 15 LF 4" DIA 50LID F\/(:, 5CH-40 FROM FOOTING DRAINS, TO DRYAELL PERFORATED PIPE - Q -1 CONNECTION IN 10'X2'X2' MIN 1 A 47 r;U�5 GON�� U1 Q NA5HED ROCK TRENCH J4 \D IV WA 0 ovi RETAINING WALL PER DETAIL ON BHT 01.2 UJ L PER DETAIL 1/01.2 IILF 6" Ps/0 @ 2% 51-OF > (TYP) " EXISTING 3/4WATER W IL (D —PROVIDE 6-0" DIA. x '7'-0" DEEP METER, To BE REPLACED - . X, DRY WELL FOR FOUNDATION WITH I' COPPER DRAIN. FILL DRY WELL vql 1 1/2" / ,V- NA5HED ROCK. TOP OF DRY WELL 15NON45" DEEP YARD DRAIN TO BE 1'-0" BELOW FIN15H GRADE. N1 GRATE LID @ 100.00' BTM @ q500' 7 . 201, M FLE T5 X x PROVIDE 5 LF 4" DIA 50LID PVC 5CH-40 FROM FOOTING DRAINS TO DRYWELL - e", PIPE (IN) IE = '1q.50, 6 SLAB, t,Bro- TOP: 'Bro.E�01 6" PIPE (OUT) IE= (995.00' 1 �\ " (FIELD VERIFY ALL ELEVATIONS) I PER U5 I I x SOT: 94.00' LI GONG lu SLEEVE PIPE UNDER DRIVEWAY < \\INTO 6" C-1100 PIPE JI 706 > 20; 1951, C� I xi \ 6" k415PJRY < (C:14 14" MAP RE51DENCE 104 I -A D 4 DIA. PERFORATED PVC, MAIN=106.50' FOOTING DRAIN LINE x ENTRY ti" MAFLM 4" DIA. 50LID PVC fs, Roo DRAIN LINE 00 < z DOWNSPOUT N1 w U- M Z XCLEAN OUT (TY`F.) 17 i \ V, FDATI UJ to @00 U) X Ui 11-� - — — 10 < Q -'1-1 , M 14' EXISTING 4" PVC 77 z SEWER :41- ILI ILI z 15- SEWER E5M'T, REC. NO. .20120,525OCOa5l EXISTING TELEPHONE VAULT. :0 PER FLAT CONNECT TELEPHONE LINE 7 UNUNDERGROUND PER 77 TP D x v("S -5 0ENTURYLINK STANDARDS 6 �- - I i .. I tv DECIDUOUS 4— 1 L Ur — VAULT 1-00-4'2 '7"F0.60" --7 77a, 0 JAI JAI — VVIX, wV v v v v v v 10, U PER PLA 6 EX15TINO POWER VAULT.. 10- --7 CONNECT POWER LINE Z\ UNDERGROUND PER F5E STANDARDS 42NP 5T L Z N 89'04"2X W 429.08' '( 29.11' PLAT) 7 SMH RIM=118.68' IE(E)-108.48' 12"—' IE(NE)=10&5I' 6" PVC 1 IE(S)=111,26' 12" VXJ"M--T�,6.25' IE(E)=112.25' 12"CONC E(SW)=112.45' 12"CONC 11-111: I= CATCH 13ASIN PRATE �.' 1111' NOTE; THIS DETAIL 19 ONLY SCHEMATIC. ANY NSSIRT 15 - OvEpFL SOLID WALL- ALLOWED THAT WAS A MN. 05 FILTER MSDI CF. OF STORAOS, THE STORED FOR DrWATEF. I 1=41 I- SEDIMENT, AN OVERFLOW, AND CAN 06 EASILY MAINTAINED. 1=� IT - I TCM \ I ILM-M-4,L FILTER FoA5RIC PROTECTION STANDARD STPZ-WqTI-I—, "'l-CIRATS FILTER rA43RIC 1--711 a 0--y-w OTC: Y TO IBE USED WHERE F`01,101N4 OF WATER APOYS THE TCATCH 5ASIN7 CATCH 13ASIN WILL NOT CAUSE TRAFFIC: PRCOLEMS AND "RE J= OVERFLOW WILL NOT RESULT IN EROSION Or SLOPES Rwga DAM CATCH BASIN INSERT ALL CATCH 15ASINS To 13S PROTECTED AND MAINTAINED PER KINc-f COUNTY Dr=7411-5 EX41 4 DAM IT 15 RECOMMENDED THAT THE ENTRANCE BE CROWNED 50 THAT RUNOFF DRAINS OFF THE PAD. INSTALL DRIVEWAY CULVERT IF THERE 15 A ROAD51DE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARD5 4"-5" QUARRY 5FALL5 CEO -TEXTILE FABRI IFROVIDE FULL WIDTH 12" MIN. THIaKNE55J OF AREA STAE31LIZED CONSTRUCTION ACCE55 2 x 4 DOUI5.FIR @ 45" ox- 2" x 2" x 14 (SA. N.N.F -\ 5TAPLE5 OR WIRE RINGS OR EJUAL FILTER FABRIC ON W.W.F. X I' OF 1 1/2 11 NA5HED ROCK OR PEA GRAVEL C4 't 2" EXCE55 OVERLAP These plans have been reviewed the Public A Works Department for conformance with current City standards. Acceptance is subject to errors and - omissions which do not authorize violations of FILTER FABRIC MATERIAL opted ed standards ordinances, or or'ma ce, The re" ponsibil ity MIRAFI 100 X OR EQUAL 0, x 6. TRENG fo the adequacy 0' the design rests totally with SECTION ELEVAT ION de igner.Additions, to ese av,,g- after this date Illvma tisacep! ce SILTATION FEN CE DETAIL and will "qtitc arcsobrattalErevised drawings for subsequent approval. EX15TINC7 6' F\10 17inal acceptance is subject to geld inspection by 5ENER the Public Works utilities iasPcclor- Date: By., 4w PROPERTY 15 SUBJECT TO HOLD HARMLESS SENSITIVE AREA AGREEMENT, KC RECORDING 020120131001650 I REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila 11) BUILDING DIVISION CUT 4 FILL QUANTITY OF C:UT= 500 CU YD QUANTIFY OF FILL (12" Top sol]-)= 141 CU YD 0 0- S (7 FEE � ==; I Fr -- SCALE: I" = 10-0" 0 10 20 40 RECEIVED CITY OF TUKWILA MAY 2 8 21019 \mr-pMIT CENTER w El z W En w 8 BSA Lr R (A J rn to Li 0 14 IL R0.1., AC 917 ,MEC'nONS a2711200 0,11RECTIONS A Drawn I C11*11 Date Jw2%2M LEGAL DESCRIPTION PARCEL \ LOT I Of Y OF I I-I:\V ILA SHORT PLAT NO. L09-063, RECORDED SEPTEMBER "H2 1 NDIJ2 Ri.c'ORDING NUMBER 20120927900003, RECORDS OF KING C'OI N'PY. AC:ASHING H)N'. A NUN- I:SCI.USIVI: IC:ASEMENT FOR INGRESS AND EGRESS AS ESTABLISHED CNI II:R RIA RDIN(. NO, 20120823000832, RECORDS OF KING COUNTY, WAS HN(, ( N. BASIS OF BEARINGS AC( EPI1-:D llHE HEARING OF N 01`04'28" E FOR THE CENTERLINE OF 57TH AVE S, HASED ON FOUND MONUMENTS IN CASE, PER SHORTPLAT. VERTICAL DATUM NAVD88 I'I:R CPS OIISERVATIONS FOUND CONIC MON W/BRASS DISK, DOWN 0.5' IN CASE 4- SE 1 /4, SW 1 /4, SEC. 14, T. 23 N., R. 4 E., W.M. 0 GRAPHIC SCALE 5 0 5 10 20 _ IINCH=10 FT. GENERAL NOTES I. TRVEY WAS COMPLETED WIT•HOU1' BENEFIT OF A CURRENT TITLE NI•:I. PORP:ASI'_Mb:N'IS AND OTHER ENCUMBRANCES MAY EXIST ON THIS N 89*04'24" W 70,00' PROPf RTYTHA"I ARE NOT SHOWN HEREON. ___________________ r S 2. INS'Pitt MI;NTAfP )N 1=0R THIS SURVEY WAS rl 3-SECOND LEICA T516 C8 T-2 ` N013( IC TOTAL STrV'PION AND/OR LEICA GS16 GPS RECEIVER. RIM=101.36' PRO( II IL l2 LES I SI-'D IN THIS SURVEY MEET' OR EXCEED STANDARDS SET BY IE(E)=97.94' 8"CONC 3 RI T10 \VAC ;..2 130-014). IE(N & S)=97.32' 12 GOING RIM )=99.1' � IE(W)=99.51' 8"GONG . 3, 'I'llh; I�RMAI ION ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MA DI: IFN UOCPOIt!.Il 2018 AND CAN ONLY BE CONSIDERED AS INDICATING TI IE ('�LNI;RAL I, )NDITIONS EXISTING AT TI IAT TIME. 4. I:TI LITl P; SI 10l\T ON THIS SURVEY ARE BASED UPON ABOVE GROUND t)BSLU,A",PIONS AND AS -BUILT PLANS WHERE AVAILABLE. ACTUAL Lt)C l(,NS OF 1-NDERGROUND UTILITIES MAY VARY AND UTILITIES NOT WM - SI IOT, N IN'THIS SURVEY MAY EXISTON THIS SITE. a WiR,SERVICEJ 5 ,ALL Mi,NUMENTS WERE LOCATED DURING TIIIS SURVEY UNLESS � PROJECT INFORMATION � 'l zG" MAIL_ , 'PAX PAR( I.L NUMBER_ 3365900765 1 PRO.II'IC'I ADDRESS. 14120 57TH AVE S I� �1�. 0 VJTR SERVICE TUKWILA, WA 98168 / 1 fi G" CHERRY' / ZONING: LRD JUO RISDK LIN: TUKWILA �\--� A TOTAL PAR,'1.1, ACRV AUE: 7,700 S.P. 10.17± ACRES) AS SURVEYED O \ O I > G" CHERRY LEGEND PARCEL NO. QPRSc° ID 3365900765 ►�{ FOUND MONUMENT IN CASE �. MAPLE W 7,700 t S.F. (0A767 t ACRES) MANHOLE N J p FIRE HYDRANT Z L]WM WATER METER O _ O 14' MAPLE O' W MINAIRE ELECTRIC VAULT I LU �V� TELEPHONE PEDESTAL N TIED � � o EM `ELECTRIC METER rn zTEL i VAULT TELEPHONE VAULT o� rn 15' SEWER ESM'T, N . o WTR SERVICE WATER SERVICE STUB RECNO20120823000831 w 3 - PER. PLAT /,j--.I Y _ _ _ _ _ _ _ _ _ _ _ _ _ (� CH T-2 0�r ����� % PERUPLATY ESM'T, -' - - - - - - - - - - - - - - - - CB T-1, W/SOLID LID z \_ T❑PED t �%_A\._.. IX7 CE L� T-1 6" DECIDUOUS TEL �' ------ VAULT SANITARY SEWER LINE I O j' N 89'04'24" W 70.00' — ----- -- t ---- STORM DRAINAGE LINE W WV WV W W W w WM W - ----- --- --- WATER LINE N W . o W- a O o GAS LINE N z -- P POWER LINE (UNDERGROUND) 90.00' S 142ND ST SS SS—_ SS N 89'04'24" W 429.08' (429.11' PLAT) - - - SMH SS RIM=118.68' SS SS SS IE(E)=108.48' 12" �--� _ SD SD SD SD SD SD --ID IE(NE)=108.51' 6" PVC p_ SMH CB (SOLID} IE(S)=111.26' 12" C8 T-1 RIM-83 08' RIM=116.25' RIM=82.18' IE(E)=77.98' 12"CONC IE(E)=112.25' 12"CONC IE(E)=68.26' 12" IE(W)=78.18' 12"GONG IE(SW)=112,45' 12"CONC IE(W)=69.61' 12" IE(N)=69.54' 8" REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION FOUND CONC MON W/TACK IN LEAD, DOWN 1�4' IN CASE �{ JOB NO. 18504 RECCi E DRAWN BY: RSN CITY OF i•i3iCWiLA � a �E� Z % 2019 CHECKED BY: MAB ° DATE: 10J17/2018 PERMIT CENTER u) SURVEY SCOPE SHEET FOUND CONC MON THE SCOPE OF THIS SURVEY IS LIMITED TO UTILITIES AND SIGNIFICANT TREES, W/BRASS DISK, THE LOT BOUNDARY IS BASED ON THE SUBJECT SHORT PLAT ONLY AND LINES 1 O F 1 DOWN 0.5' IN CASE OF OCCUPATION AND/OR ENCROACHMENTS, IF ANY, HAVE NOT BEEN LOCATED. VICINITY MAP NTS PLYWOOD N J E w°z , �Nww� � tLE��W`n b: TaTwL aD lso.a wwz wr i °wa °z°Jz61Dj0I 161i.1- 4 ° � w ° ~ i - , r N Dow,°nivo W ff Z mwF� ° g Ow OPO�U o6-mod N w xa) TZNII�uugiNg-N Na(Y R'?FZg3O No 09 GENERAL NOTES INTERNATIONAL RESIDENTIAL CODE 2015 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JUR15TICTION TO BE FOLLOWED. 2015 INTERNATIONAL RESIDENTIAL CODE 2015 WASHINGTON STATE ENERGY CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION 4 PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS SHALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT TO BE INSTALLED 51TE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 15 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'6' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC 5URFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE MIX AND 2B DAY STRENGTH OF CONCRETE - BASEMENT WALLS 4 FOUNDATIONS PER STRUCTURAL 4 OTHER CONCRETE NOT EXPOSED S-SHEETS TO WEATHER: - BASEMENT SLABS 4 INTERIOR SLABS 4 INTERIOR SLABS ON GRADE, PER STRUCTURAL EXCEPT GARAGE DOOR SLABS S-SHEETS BASEMENT WALLS 4 FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER PER STRUCTURAL VERTICAL CONCRETE WORD EXPOSED S-SHEETS TO THE WEATHER: - PORCHES, CARPORT SLABS 4 STEPS PER STRUCTURAL EXPOSED TO WEATHER, 4 GARAGE 5-SHEETS FLOOR SLABS: GARAGE FLOORS TO SLOPE 1/a'/FT. MIN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-AIR ENTRAINED CONCRETE SIDEWALKS TO HAVE 3/4' IN, TOOLED JOINTS AT 5' FT. (MIN.) O.G. CONCRETE COVER OF REINFORCING 3' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 1/2' CONCRETE EXPOSED TO EARTH OR WEATHER 1 1/2' BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER 3/4' SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER LAP COLUMN VERTICALS. CLASS 'A' CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 52 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS SHALL NOT BE PERMITTED. CARfi ENTR'T' GENERAL ALL FRAMING TO COMPLY WITH ENGINEERING S-SHEETS FOR NAIL SIZES AND SPACING. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. IS" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE -RETANDANT-TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL. REFERENCE 5HEET-61 FOR SPECIES AND GRADE (BASE DESICxN VALUES) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3"X3"X22V' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN i" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS, JOISTS, 10'-0" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 5/a" DIAMETER AT 6'-0" O.C. MINIMUM 1" EMBED. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY, PLYWOOD WALL AND ROOF SHEATHING SHALL BE 3/4" CDX, UNLESS OTHERWISE SPECIFIED. PLYWOOD FLOOR SHEATHING SHALL BE 314" CDX T4G. UNLESS OTHERWISE SPECIFIED. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING, OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. WOOD TRUSSES ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FROM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACEALL TRUSSES. SEE SHEET-51 FOR DESIGN CRITERIA IN51-ILATION AND MOISTURE PROTECTION GENERAL INSULATION BAFFLES TO MAINTAIN I" ABOVE BATT INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE STAPLE BATTS FRICTION FIT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS, R-10 RIGID FOAM INSULATION ON 4X EADER5 AT EXTERIOR WALLS. INFILTRATION CONTROL 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOOR AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO LIMIT AIR LEAKAGE. ALL OPENINGS SHALL BE FLASHED. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLSHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1-1/6' OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FLASHINGt JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIALS. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4, CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5, WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. - ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR LEACKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION, DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED FIRE -RATED AND MUST MEET THE ABOVE REQUIREMENT. - ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO AMIT INFILTRATION INTO OR FROM THE BUILDING ENVELOPE. - Recessed Lighting Fixtures: When installed In the building envelope, recessed lighting fixtures shall be Type IC rated and certified to have no more than 2.0 cfm air movement From the conditioned space to the telling cavity. The lighting fixture shall be tested at 15 Pascals or IB1 Ibs/ft2 pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. VAPOR BARRIERS/ GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FRAMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS, INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES ARE PLACED NOT MORE THAN S INCHES ON CENTER AND GAPS BETWEEN THE FACING AND THE FRAMING DO NOT EXCEED 1/16 INCH. A GROUND COVER OF 6 MIL (0006")5LACK POLYETHYLENE OR EQUIVALENT, SHALL BE LAiD OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. 2015 WSEG REQUI t-I Ni5 WINDOWS, DOORS, HVAC, 8 ELECT, EQUIP. GLAZING MAXIMUM: ALL CLIMATE ZONES: GLAZING 'U' VALUE: VERTICAL (MAX).- 30 OVERHEAD (MAX): BO DOOR 'U' VALUE (MAX): 20 (DOORS W/ MORE THAN 50 CONSIDERED A WINDOW) HVAC PERFORMANCE: 'MED' OR AFUE _ .'J1 RECESSED LIGHT FIXTURES: IC RATED DOORS WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR SHALL HAVE MAX. 3" STEP TO MIN, 36" DEEP LANDING. BEDROOM EMERGENCY EGRESS WINDOWS MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT. MIN. NET CLEAR OPEN ABLE WIDTH OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24". MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF OB CFM PER LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED BY ASTM STANDARDS. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT MUST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM INFILTRATION PER SQUTARE FOOT OF DOOR AREA, SAFETY GLAZING SHALL BE LOCATED WITHIN 1. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURE'S 4.GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC CF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED PORTiON4 BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE GLAZING GREATER THAN a S.P. LE55 THAN 13"ABOVE FINISHED FLOOR Window sills: &122, 24' minimum sill height exceptions allow for opening limiting device for 4' diameter sphere and window fall prevention device that complies with 6123. 5TRUCTURAL NOTES ►A PERMANENT CERTIFICATE IS REQUIRED TO BE COMPLETED AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED (OR OTHER APPROVED LOCATION) AND LIST THE FOLLOWING INFORMATION: R-VALUES, U-VALUES, RESULTS FROM DUCT SYSTEM AIR LEAKAGE TESTING, RESULTS FROM BUILDING ENVELOPE AIR LEAKAGE TESTING (BLOWER DOOR TEST), TYPES AND EFFICIENCIES OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT. R4013. ►CORNERS OF STUD WALLS ARE REQUIRED TO BE FULLY INSULATED. 202, DEFINITION OF 'INTERMEDIATE FRAMED WALLS'. ►DUCTS ARE REQUIRED TO BE INSULATED TO A MINIMUM OF R-6. R4033.1. ►MECHANICAL SYSTEM PIPING IS REQUIRED TO BE INSULATED TO A MINIMUM OF R-6. R403.4, 0-HOT WATER PIPES ARE REQUIRED TO BE INSULATED TO A MINIMUM OF R-3. R403B3 ►TH IN E DWELLING IS REQUIRED TO BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AIR CHANGES PER HOUR (UNLESS A MORE STRINGENT REQUIREMENT IS MANDATED IN ORDER TO ACHIEVE THE ADDITIONAL REQUIRED CREDITS. R402.4.12. ►MECHANICAL DUCTS ARE REQUIRED TO BE SEAL TESTED IN ACCORDANCE WITH 40332. TESTING TO COMPLY WiTH WSU Re-33. T'T'f=E OF CONSTRICT i ON UNPROTECTED WOOD FRAME v_g (EXAMPLES OF CONSTRUCTION ARE SINGLE FAMILY HOMES AND GARAGES. THEY OFTEN HAVE EXPOSED WOOD SO THERE IS NO FIRE RESISTANCE.) EDUILE)NGT GLA551FIGATION RESIDENTIAL GROUP R-3 OCCUPANCIES WHERE THE R-3 OCCUPANTS ARE PRIMARILY PERMANENT IN NATURE AND NOT CLASSIFIED AS GROUP R-I, R-2, R-4 OR I. BUILDINGS AND STRUCTURES OF AN ACCESSORY CHARACTER AND MISCELLANEOUS STRUCTURES NOT CLASSIFIED OCCUPANCY SHALL BE CONSTRUCTED, EQUIPPED AND MAINTAINED TO CONFORM TO THE REQUIREMENTS OF THIS CODE COMMENSURATE WITH THE 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO FIRE AND LIFE HAZARD INCIDENTAL TO THEIR OCCUPANCY. �- THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. 3. THE CONTACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRJCTUE5, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDIANTING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF ENGINEER S. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT 6. COORDIATE WITH MECHANICAL, PLUMBING, AND ELECTICAL REQUIREMENTS FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, AND PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK 1. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMINT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. (2a) AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2A: COMPLIANCE 5A5ED ON R402AA2, REDUCE THE TE5TED AIR LEAKAGE TO 30 AIR CHANGES PER HOUR MAXIMUM (3a) GAS FURNACE: AIRQUEST VC 81 SERIES MODEL NO.: GBMAE0502120A EFFICIENCY: AFUE S-N (5a) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL 15E RATED AT 1.0 GPM OR LESS. (So) HOT WATER HEATER: RINNAI - RU Sal RINNAI MODEL NO.: REU-1<153231FFUD-US TANKLESS WATER HEATER W/ EFFICIENCY RATING OF .96 ------ FLAN FIRE Vf E W SCALE: NOT TO SCALE riptive Energy Code Compliance for All Climate Zones in Washington Information Contact Information 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 . mt to ' nes- . R-Value U-Factor Fenestration U-Facto n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHG C n/a n/a Ceiling' 49' 0.026 Wood Frame Wall"' 21 int 0.056 Mass Wall R-Value' 21121' 0.056 Floor 309 0.029 Below Grade Wall`•' 10/15/21 int+TB 0.042 Slab° R-Value & Depth 10, 2 ft We I'll -4. ,. , auu , dole 1.0 roomuies mciuueo on rage L. Date Each dwelling unit in.a residential building shall comply with sufficient options from Table R406.2 so as to achieve :he following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 22. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Is Efficient Building Envelope la 0.5 ❑ ❑ ❑ lb Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope 1a 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 3a High Efficiency HVAC 3a 1.0 Q 1.0 3c I High Efficiency HVAC 3c 1.5 ❑ 3d IHigh Efficiency HVAC 3d 1.0 0 0,5 Water Heating 5a 0.5 ]ffiEEM.,' 1.5 Water Heating5c 1.5 Total Credits ®Please refer to Table R406.2 option descriptions 200 kwh 0.0 3.50 PROPOSED NEW SINGLE-FAMILY RESIDENCE WITH ATTACHED ADU AT DAYLIGHT BASEMENT AND ATTACHED GARAGE AT LOWER FLOOR BEDROOMS: 1 BATHROOMS: 6 5 SHEET INDEX SHEET # ARCHITECTURAL PLANS Al GENERAL NOTES 4 PLAN PREVIEW A2 LOWER FLOOR PLAN A.3 MAIN FLOOR PLAN A4 UPPER FLOOR PLAN A5 FRONT 4 LEFT ELEVATIONS 46 REAR 8 RIGHT ELEVATIONS A-1 BUILDING CROSS-SECTION VIEWED FOR CODE COMPLIANCE I APPROVED City of Tukwila BUILDING DIVISION AS DETAILS 149 DETAILS 4 VENTILATION SCHEDULE STRUCTURAL ENGINEERING PLANS RECEIVE S1 STRUCTURAL NOTES CiTY OF TUKWILA 52 I`DETAiLS JUL18 2018 S3 DETAILS PERMIT CENTER 54 BASEMENT LEVEL / FOUNDATION PLAN 55 MAIN FLOOR FRAMING PLAN SG6 UPPER FLOOR FRAMING PLAN 5-1 ROOF FRAMING PLAN U N 0 0 z u ul Lu 93 Y •� z m� a Q R O e a ode n o (L Project # 17177 sheet T'T'FICAL FLOOR NOTES: L INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING: ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24'. SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY SACK -UP PER CODE, 2, INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 v 16' O.G. (UN.O.) 4. ALL EXTERIOR WALLS TO BE 2xro 9 16' O.G. (UN.O.) 5. LOWER FLOOR HEADERS PER STRUCTURAL 6 't'-0' AFP. (U.N.O.) 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT, 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS 8. PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 9. PROVIDE SOLID BLOCKING OVER SUPPORTS, 10 WHEN THERE 15 USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFT -STOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OFYs' GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. IL PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIRE5, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL CONSIST OF NOT LE55 THAN 2' NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12. ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LE55 THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LESS THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW 4 DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE AL TRIM L PROJECTING WOOD R M -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -AT WALL AND ROOF OR SOFFIT INTERSECTIONS -AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS TO BE A MINIMUM OF 3'-O' FROM PROPERTY LINE 4 MINIMUM 3'-O' FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4" MINIMUM 4 1/2' MAX OPENINGS IN ANY DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER RC R303.5. 16. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER CODE. IT ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302.9.1 4 R302.92. I& UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30' WIDE X 18' HIGH PATH PATHWAY. CLEANOUTS AIRiE ACCESSIBLE. 12' CLEARANCE REQUIRED AT LINES LE85 THAN OR EQUAL TO 2% 18' CLEARANCE AT LINES GREATER THAN 2'. (UPC -10'1.9) 19. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, 5LIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, R308.4.1. SAFETY GLAZING. GTARACzE NOTES: L GARAGES SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 5/8' TYPE X GWB APPLIED TO THE GARAGE SIDE. WHERE THE SEPARATION 15 A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LE55 THAN V TYPE X GYPSUM BOARD OR EQUIVALENT. 2. -OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LE55 THAN 1 3/5' IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8' THICK, OR 20-MINUTE FIRE -RATED DOORS. 3, DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE SHEET STEEL OR OTHER APPROVED MATERIALS AND SHALL HAVE NO OPENINGS INTO THE GARAGE. IRG R30131.1 4. IN SIESMIC ZONES D2, WATER HEATERS SHALL BE ANCHORED TO RESIST HORZ. DISPLACEMENT DUE TO EARTHQUAKE MOTION. STRAPPING SHALL BE o POINTS WITHIN THE UPPER ONE THIRD AND LOWER ONE THIRD PER UPC SEC. SIOB 5. PROVIDE OUTDOOR COMBUSTION AIR FOR WATER HEATER 6. GARAGE FLOOR SURFACES SHALL BE OF APPROVED NONCOMBUSTIBLE MATERIAL AND THE AREA USED FOR THE PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED TO FACILITATE THE MOVEMENT OF LIQUIDS TO A DRAIN OR TOWARD THE MAIN VEHICLE ENTRY DOORWAY. SMOKE $ GARPON MONOXIDE ALARMS: SMOKE AND CARBON MONOXIDE ALARMS MUST BE PROVIDED IN ALL REQUIRED LOCATIONS AND MUST BE • AUDIBLE IN ALL PARTS OF THE HOUSE • INSTALLED PER MANUFACTURER'S INSTRUCTIONS NEW HOUSES (IRC R314 4 R315) - SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE REQUIRED AND MUST BE CONNECTED TO THE MAIN ELECTRICAL SYSTEM WITH BATTERY BACKUP. CARBON MONOXIDE ALARMS ARE REQUIRED IN ALL NEW AND EXISTING HOMES, APARTMENTS, CONDOMINIUMS, AND OTHER MULTI -FAMILY UNITS, REQUIRED LOCATIONS • SMOKE ALARMS SHALL BE LOCATED IN EACH SLEEPING ROOM AND IN NAPPING AREAS IN A FAMILY HOME CHILD CARE. • SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE LOCATED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. • SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE LOCATED ON EVERY FLOOR LEVEL, INCLUDING BASEMENTS (DOES NOT INCLUDE CRAWLSPACE AND UNINHABITABLE ATTICS). • IN SPLIT LEVEL FLOOR PLANS, AT THE UPPER LEVEL, PROVIDED THERE 18 NO INTERVENING DOOR BETWEEN ADJACENT LEVELS AND THE LOWER LEVEL IS LE55 THAN A FULL STORY BELOW THE UPPER LEVEL • A CARBON MONOXIDE ALARM IS REQUIRED IN A BEDROOM WHEN A FUEL -BURNING APPLIANCE IS INSTALLED IN THE BEDROOM OR ITS ATTACHED BATHROOM. • A COMBINATION ALARM (COMBINED SMOKE AND CARBON MONOXIDE ALARM) IS ACCEPTABLE IN ANY REQUIRED LOCATION. ,WALL MOUNTED ALAR15 MUST BE NOT MORE THAN 12 INCHES FROM THE ADJOINING CEILING SURFACE. • AVOID PLACING ALARMS LE55 THAN 3 FEET FROM SUPPLY REGISTERS OF A FORCED AIR HEATING OR COOLING SYSTEM AND DO NOT PLACE ALARMS IN THE DIRECT ALLOW OF THE REGISTERS. • AVOID PLACING ALARMS WITHIN 3 FEET HORIZONTALLY FROM DOORS TO BATHROOMS CONTAINING A BATHTUB OR SHOWER • DO NOT PLACE ALARMS IN SPACES WHERE TEMPERATURES MAY BE ABOVE OR BELOW THE ALARM'S OPERATING TEMPERATURE RANGE. DO NOT PLACE ALARMS WITHIN 3 FEET OF THE BLADES OF A CEILING FAN. • ALARMS IN PEAKED OR SLOPED CEILINGS MUST BE WITHIN 3 FEET OF THE PEAK, MEASURED HORIZONTALLY, BUT NOT IN THE HIGHEST 4 INCHES OF THE CEILING, MEASURED VERTICALLY. A. PHOTOELECTRIC SMOKE ALARMS MUST NOT BE LESS THAN 6 FEET FROM A PERMANENT COOKING APPLIANCE. B. IONIZATION SMOKE ALARMS WITH AN ALARM -SILENCING SWITCH MUST NOT BE LESS THAN 10 FEET FROM A PERMANENT COOKING APPLIANCE. IONIZATION SMOKE ALARMS WITHOUT AN ALARI-SILENCING SWITCH MUST NOT BE LESS THAN 20 FEET FROM A PERMANENT COOKING APPLIANCE CARBON MONOXIDE ALARM LOCATION LIMITATIONS DO NOT PLACE ALARMS DIRECTLY ABOVE OR BESIDE FUEL -BURNING APPLIANCES. DO NOT PLACE ALARMS IN DIRECT SUNLIGHT. DO NOT PLACE ALARMS IN LOW AREAS WHERE CHILDREN CAN REACH. DO NOT PLACE ALARMS BEHIND CURTAINS OR ANY STRUCTURE THAT MIGHT PREVENT CARBON MONOXIDE FROM REACHING THE SENSOR WSEC 406 - FROM TABLE 406.2 - OPTION 5b HIGH EFFICIENCY WATER HEATER 15 REQUIRED TO DEVELOP 15 CREDITS IX2 3X4) (5 I - WATER HEATER (M IN HOUSE): RINNAI RU 98t / TANKLESS WATER H ATER W! EFFICIENCY RATI G OF .96\\\' GAS FURNACE (MAII HOUSE): AIRQUEST VC 91 SIE5 RETAINING WALL PER CIVIL MODEL NO.: GE.9MAE 502120A ENGINEERING C-SHEETS i EFFICIENCY: AFUE 91 % ADU ro) V-6' 4 BATHTUB AND O I IS' FLOORS AND W L ABOVE A BATHTUBS WITH S ALLIED A6 SHOWER HEADS N IN SHOWER COMPA RTMENTS SHALL BE FINIS EDI WITH A NONABSERBEIN SURFACE. SUCH SURFACE HALL EXTEND TO HEI LESS THAN 6 FEET H7 OF NOT ABOVE THE FLOOR IRG 30112 ALONG BASEMENT FOUNDATION AS 14 " --. 18' W/( F ATFORM )LAYERS 60' X 36' - ---------- LANDING - I 3/4' PL WOOD 'OWER 4'- 4'-S' H Q O D A. I EMB D SLOPE SLAB - STEEL BOLLARD 24' F U 3 HANDS Al I I. LINE'OF BEA�ABOVE . (L 6 " O ' A v -- J-: PROVIDE. ONE (D HOUR FIRE Q .. W.. - o �� N W Z Q E�F@ zWXm�a SEP I ARE RA S ION FOR LIVING DJACENT 4,45OVE ® ---- O Q AS 0 TYP I z 7 I 4' C I N I/RE7E ^` z �" ��I _ __ STORAGE A J A �.z�i�Q 2----- _ (- z m� = m��� LU:EO O I ( OPIE 1 5"BETWEEN THE GA 15 I 5'-10' 4'-f0 4'-8 a U 1U s s0 O Q Z z z Ul M O Q Q U d I AND R EG2UIPP SIDENCE SHALL BE D"WITH SOLID WOOLi ttl 2 0v n z I 1 DO RS R� LESS -MINUTE FIRE_I G ED EQ i1L FEED WITH 4 30 H'�' qg S.D. cM. 93NIM 1 UINDCIW WELL - 1 •IELD VERIFY AS 604° SLDR 7. EGsRESS - n - MIN. 2'-0' R-10 RIGID INSULATION CLG. I s BEDRM. A IV-2' X 12'-10' + 1 3 WHOLE HOUSE FAN A W/ AUTO TIMER 4 MANUAL OVERRIDE t I 1� Al a Oumv M SLOPE TO DRAIN I CLO IN DEVICE. PER R362 J I TOWARD GAR DR I I I I - i I 110v - - - - I 2s 2 OPTIONAL OcD. MINI U R-21 Al DOOR Q IN$U AT ON, TYP. ii) HALL OF BEAM ABOVE_ D qUO SLOPE SLAB I - - 0' CLG. LIVING Ijl I 4 .' ( MIN Z ID R-10 -6' 14'12' X 15'4' CONIC. ( 48 RIGID NSULATION Q STORAGE -6 12'-OJ" 14'-0' 10'-6' X 12'-0' I 2 4' DIA. O tY B + 9-0. CLG. 1 Al STEEL E COLLARD KIT." D I N I N s EMBED."24' s IS' H PLATFORM I MIN. 2'-0' RIGID INSULATION R 10 W/ (2).LAYERS D.W. _. 3I4' PLYWOOD L - - 3 o \/ ( T Al 8 44' - N H S.H. 0 6 da 5LD R 2 'im PIG. 0 _ _ 1 T LINE OF FLOOR ABOVE GAS FURNACE (ADU): LINE OF FLC OR ABOVE �v CONICRIE1 E WALKWAY O AIRQUEST VC 91 SERIES IDI GOCV ENTRY \p MODEL NO.: G9MAE0802120A 8'-10 5'-0' m EFFICIENCY: AFUE 91% i RETA114ING WALL PER i `r LANDSCAPING STRUCTURAL 5-SHEETS - WATER HEATER (ADU): -- 8 RINNAI RU 981 7ANKLESS WATER HEATER --- -- AS W/ EFFICIENCY RATING OF .96 'n CONCRETE WALKWAY LINE OF ONCRE rE I ENTRY PORCH A BOVE CONCRETE STAIRS PER STRUCTURAL ENGINEERING S-SHEETS I III-0' 4'-3- 9'-9' V-0' ( 2'-6' . 3'-10'1 R40228 BASEMENT WALLS BELOW -GRADE EXTERIOR WALL INSULATION USED ON THE EXTERIOR (COLD) SIDE OF THE WALL SHALL EXTEND FROM THE TOP OF THE BELOW -GRADE WALL TO THE TOP OF THE FOOTING AND SHALL BE APPROVED FOR BELOW -GRADE USE. ABOVE -GRADE INSULATION SHALL BE PROTECTED. INSULATION USED ON THE INTERIOR (WARM) SIDE OF THE WALL SHALL EXTEND FROM THE TOP OF THE BELOW -GRADE WALL TO THE BELOW -GRAPE FLOOR LEVEL AND SHALL INCLUDE R-5 RIGID BOARD PROVIDING A THERMAL BREAK BETWEEN THE CONCRETE WALL AND THE SLAB. (5a) ALL 5HOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT I.0 GPM OR LESS, NOTE: THE INSULATION (MIN. 2'0' R-I0 RIGID INSUL.) SHALL BE EXTENDED A MINIMUM DISTANCE OF 24' TO THE INTERIOR L/k 2 4 U U/ (�1 i ( a MAIN ADU `�� / RE51DENCE LOWER OOPLAN, SCALE: 1/4' = I'-0' 10v �SD. 10' 1.'-2 - 1- - - Al 6° BI-FOLD + V-0' CLG. TB IE DI RB 10'-2' X + MIN. 2'-0' R-I0 �_ RIGfp INSULATION EGRESS 6°� SLDR. WIND WELL 5 ' FIELD VERIFY 0 AS a. 6'-2" L 1'-0' 0 t� six yy ti .a ; v!a T r.,,. T WINDOW WELL: I THE MINIMUM HORIZONTA AREA OF THE WINDOW WELL SHALL BE 9 SQUA FEET, WITH MINIMUM HORIZONTAL PROJECTIO4 AND WIDTH OF 36 INCHES. THE AREA OF THE WINDOW SHALL ALLOW THE EMERGENCY ESCAP4 AND REDUCE OPENING TO BE FULLY OPENED. , IN - 1 1 W,60 aJ4 n0U, N3 00- iv Out IWW I V Q044 QWQ N W CL \9 J20� LU LU }ot ttli!! I BOLD HUMID: I 1 _ ill _ Q� , ----- ---------_ I - N ❑ I D ,OI z� O ca �I �a 0 IV r, INN li G 2-10' L I I WINDOW WELL: THE MINIMUM HORIZONTAL AREA OF THE WINDOW WELL SHALL BE 9 SQUARE FEET, WITH MINIMUM HORIZONTAL PROJECTIO AND WIDTH OF 36 INCHES. THE AREA OF THE WINDOW SHALL ALLOW THE EMERGENCY ESCAP AND REDUCE OPENING TO BE FULLY OPENED. I REVIEWED FOR I CODE COMPLIANCF� APPROVED NOV 13 2019 RECEIVED CITY OF TUKWILA ZCI' City of Tukwila JUL 18 2010 BUILDING DIVISION PERMIT CENTER AREA SUMMARY MAIN HOUSE: LOWER FLOOR: 245 ef. MAIN FLOOR: 1,946 sr. UPPER FLOOR: 1,12� ef. TOTAL (LIVING SPACE): 3,g2m ef, ADU: LOWER FLOOR: 910 sp. - TOTAL (LIVING SPACE): 910 sf. TOTAL (MAIN HOUSE + AM), 4 30 ef. • SQUARE FOOTAGE PER EXTERIOR SIDE OF EXTERIOR WALL GARAGE: 481 of. COV'D FRONT PORCH: 13 sf. COV'D PATIO: 138 sf. COV'D PORCH (ADUh 44 sr. UNHEATED STORAGE: 126 sr. LU •• w LU �i Y •• X J J a O to 9 9 < 0 N Lv QQ Q P > O (L0 R 0 Project # 17177 Sheet - TYPICAL FLOOR NOTES: 1. INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24'. SMOKE DETECTORS TO BE HARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 @ 16' O.G. (UN.O.) 4. ALL EXTERIOR WALLS TO BE 2x6 a 16' O.C. (UN.O.) 5. MAIN FLOOR HEADERS PER STRUCTURAL a V-0' AFF. (UN.O.) 6. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT. 1. DOOR 51ZES NOTED ARE SLABS NOT ROUGH OPENINGS 8, PROVIDE FIREBLOCKING AT ALL PLUMBING OPENINGS. 8. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN THERE 15 USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF CONCEALED SPACE DOES NOT EXCEED 1000 SF. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OFYIi' GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE, 11. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN 5TOIRE5, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL IST OF NO 55 THAN 2' NOMINAL UM O OTHER APPROVED MATERIAL. CONS T LE L LUMBER R R PPR 12. A5 HALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LE55 THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING. WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY PERMANUFACTURERS RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LE55 THAN 6 INCHES WHERE JOINTS OCCUR PER CODE. 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW k DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, WOOD OR METAL COPINGS AND SILLS -CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM -WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL -AT WALL AND ROOF OR SOFFIT INTERSECTIONS -AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST k INTAKE OPENINGS TO BE A MINIMUM OF 3'-0' FROM PROPERTY LINE k MINIMUM V-0' FROM BUILDING OPENINGS. EQUIP ALL DUCTS W/ BACK -DRAFT DAMPERS. 15, AIR EXHAUST k INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W/ CORROSION RESISTANT SCREENS, LOUVERS, OR GRILLS W/ 1/4' MINIMUM k 1/2' MAX OPENINGS IN ANY DIMENSION, OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R303B. i6. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W/ BACK -DRAFT DAMPERS PER COPE. 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302.9.1 k R302.9.2. 15. UNDER FLOOR CLEANOUT NOT MORE THAN 20' FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30' WIDE X 18' HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12' CLEARANCE REQUIRED AT LINES LE55 THAN OR EQUAL TO 2', 16' CLEARANCE AT LINES GREATER THAN 2'. (UPC 101.9) I9. GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, SLIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, R306.4.1. SAFETY GLAZING. SMOKE 4 GAR50N MONOXIDE ALARMS: SMOKE AND CARBON MONOXIDE ALARMS MUST BE PROVIDED IN ALL REQUIRED LOCATIONS AND MUST BE AUDIBLE IN ALL PARTS OF THE HOUSE INSTALLED PER MANUFACTURER'S INSTRUCTIONS NEW HOUSES (IRC R314 i R315) SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE REQUIRED AND MUST BE CONNECTED TO THE MAIN ELECTRICAL SYSTEM WITH BATTERY BACKUP. CARBON MONOXIDE ALARMS ARE REQUIRED IN ALL NEW AND EXISTING HOMES, APARTMENTS, CONDOMINIUMS, AND OTHER MULTI -FAMILY UNITS, REQUIRED LOCATIONS • SMOKE ALARMS SHALL BE LOCATED IN EACH SLEEPING ROOM AND IN NAPPING AREAS IN A FAMILY HOME CHILD CARE. • SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE LOCATED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. • SMOKE ALAR115 AND CARBON MONOXIDE ALARMS SHALL BE LOCATED ON EVERY FLOOR LEVEL, INCLUDING BASEMENTS (DOES NOT INCLUDE CRAWL5PAGE AND UNINHABITABLE ATTICS). • IN SPLIT LEVEL FLOOR PLANS, AT THE UPPER LEVEL, PROVIDED THERE IS NO INTERVENING DOOR BETWEEN ADJACENT LEVELS AND THE LOWER LEVEL IS LE55 THAN A FULL STORY BELOW THE UPPER LEVEL • A CARBON MONOXIDE ALARM IS REQUIRED IN A BEDROOM WHEN A FUEL -BURNING APPLIANCE IS INSTALLED IN THE BEDROOM OR ITS ATTACHED BATHROOM. • A COMBINATION ALARM (COMBINED SMOKE AND CARBON MONOXIDE ALARM) IS ACCEPTABLE IN ANY REQUIRED LOCATION. -WALL MOUNTED ALARMS MUST BE NOT MORE THAN 12 INCHES FROM THE ADJOINING CEILING SURACE. • AVOID PLACING ALARMS LESS THAN 3 FEET FROM SUPPLY REGISTERS OF A FORCED AIR HEATING OR COOLING SYSTEM AND DO NOT PLACE ALARMS IN THE DIRECT AIRFLOW OF THE REGISTERS. • AVOID PLACING ALARMS WITHIN 3 FEET HORIZONTALLY FROM DOORS TO BATHROOMS CONTAINING A BATHTUB OR SHOWER • DO NOT PLACE ALARMS IN SPACES WHERE TEMPERATURES MAY BE ABOVE OR BELOW THE ALARM'S OPERATING TEMPERATURE RANGE. • DO NOT PLACE ALARMS WITHIN 3 FEET OF THE BLADES OF A CEILING FAN. ALARMS IN PEAKED OR SLOPED CEILINGS MUST BE WITHIN 3 FEET OF THE PEAK, MEASURED HORIZONTALLY, BUT NOT IN THE HIGHEST 4 INCHES OF THE CEILING, MEASURED VERTICALLY. A. PHOTOELECTRIC SMOKE ALARMS MUST NOT BE LESS THAN 6 FEET FROM A PERMANENT COOKING APPLIANCE. B. IONIZATION SMOKE ALARMS WITH AN ALARM -SILENCING SWITCH MUST NOT BE LESS THAN 10 FEET FROM A PERMANENT COOKING APPLIANCE. C. IONIZATION SMOKE ALARMS WITHOUT AN ALARM -SILENCING SWITCH MUST NOT BE LESS THAN 20 FEET FROM A PERMANENT COOKING APPLIANCE CARBON MONOXIDE ALARM LOCATION LIMITATIONS DO NOT PLACE ALARMS DIRECTLY ABOVE OR BESIDE FUEL -BURNING APPLIANCES. DO NOT PLACE ALARMS IN DIRECT SUNLIGHT, DO NOT PLACE ALARMS IN LOW AREAS WHERE CHILDREN CAN REACH. DO NOT PLACE ALARMS BEHIND CURTAINS OR ANY STRUCTURE THAT MIGHT PREVENT CARBON MONOXIDE FROM REACHING THE SENSOR 1 2 3 �• � � I i I I I I COUNTER m � CLG. NOOK 10'-6X 15'-0'+ w iz Z U O8 9 10 11 A A6 I I I I I V-0' V-8' 2'-10' 2' 6' I I I I I I fl "'ARMXCY`s",.. IIs...i t .t lz: Y\I I 0 Ik ® n I 13'-10' X 13'-2' + 1 - Ns� BATHTUB AND SHOWS FLOORS PREP IVAND WALLS ABOVE BATHTUBS WITH ISLAND p s `.3' INSTALLED SHOWER HEADS AND IN - - w ,`4 SHOWER COMPARTME TS SHALL EATING BAR AE P NTRY 6l L1 W `5 OS FINISHED WITH A NBONABSERBENT SUfi GE. SUCH 2 s m ;t 16 SURFACE SHALL EXTE D TO N 3'-10' 2'-4' S'-8' 4'-0' - -0' .-2' 5'-8' HEIGHT OF NOT LESS HAN 6 FEET cv $• ! ABOVE THE FLOOR 1 3012 f I - I I I I -- I 18° GALLERY 0' 6'40' 2'-0' I A 18' 2 A8. J3'-0' 110V 0G. o N BATH 4 A- �� 3 m - - D - Q N 1 45' �ASEDPENINCx LINE OF BEAM ABO�iolmmmluVE - -- -— - ---- -----COFFERED CLG:------- cv I - FIRC BLOCKING HALL BE PROVIDED PER 2018 IRC R302.11 IN I ( FUl L-EIGHT WA LSF Il; OR A DITIOHNAL FIRR�,,BLOCI ING D TAILS SEE NNN.O7 ON 6HEET-IA1 Z CLG. I p OJPEN TO YBV. 0 I IN� I 8'-0' 0'-8'+ ( 2'-0' 15'-0' U I ( m av _LINE OF SEAM ABOVE---- --I - I « 9/-�0' CLG. 1 AM I L 18'-0' X w ' OPTIONAL F4UX SEAM_LINE TO_ 4T N57ALL 36'-------------- ID GA5 FIREPL C MANUF. SPECS. ----- ------ _ --- R k COFFERED CLG. r - - - - - - - - - - - - 1 I ( I ( - p I + 9'-0' CLG. ( uqin w N pl ( LIVING; I 1 i 13'-0' X 12'-8' i COVDNFATIO U) 1 it -6' X II b + I M. H OTHER SIDE_ PER W N 0 ( I U @ T-INS OF WALL BELOW I 1 2'-0' '-0. I X 2 E I 6 I I 3 I I N r -------------------� - I +10'-0' CLG. ( - - 5 - - - A N @ 2°2m PIG@ + 8'- 'CLG. ..: + 9'-4' CLG. STRUCTURAL S-SHEETS @ 6m9 SLDR 4' CONC. 6°6° Si EVE - COV'Q ENT 10'-8' X 1'- ZY - @ -DR + 36' H. AFF. GUARD IL. GUARD RAILS MUST E ABLE TO BETA NING WAL PER GU RDS 41Lall WITHSTAND A CONG NTRATEDI STRUCTURAL TR L S- NESTS s b' AFF LOAD OF 200 ibs. LIED T .. . . m N ANY POINT ALONG E RAIL I ANY - RECmON.-.PER TA WRAP -AROUND COL JMNS WITH! O POSTS PER STRUCTI. RAL $ ENGINEERING 5-SHE TS. w DRIVEWAY zzZ_ (5a) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT L15 GPM OR LESS, ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. I pw U -J CONCRETES AIRS PER S STRUCTURAL ENGINEERING S-SHEETS O� F 3'-3" 3'-3' 6'-6' 6'-6' 4'-0' 4'-0' 1'-0. 1'-0' a �N w N 14'-0' 3X 4) ( 5 (0) ( 7 N RECEIVED CITY OF TUKWILA JUL 18 2018 C� 10 � 1 PERMIT CENTER AREA SUMMARY MAIN ,USE - LOWER FLOOR: 245 of. MAIN FLOOR: 1,946 of. UPPER FLOOR: 1,129 sf. TOTAL (LIVING SPACE): 3,920 af. ADU: LOWER FLOOR: 910 af. TOTAL (LIVING SPACE): 910 71 sf. TOTAL (MAIN HOUSE + ADU). 4,630 sF. • SQUARE FOOTAGE PER EXTERIOR SIDE OF EXTERIOR WALL GARAGE: 461 sf. COV'D FRONT PORCH: 13 sf. COV'D PATIO: 136 of. COV'D PORCH (ADU): 44 sf. UNHEATED STORAGE: 126 sf. U 0 I J N O T � U� 't J � Q 1Wua� ►4rF�• Lu •• w Lu J Q 9 LU A I w ® Project # : 17177 — sheet — T�'FICAL FL00fR NOTES: I. INSTALL SMOKE DETECTORS IN ALL SLEEPING ROOMS AND AT AREAS ADJACENT TO SLEEPING ROOMS, AND AT CEILING HEIGHT CHANGES GREATER THAN 24', SMOKE DETECTORS TO BE WARD -WIRED AND INTERCONNECTED, WITH BATTERY BACK-UP PER CODE. 2. INSTALL CARBON MONOXIDE SENSORS ADJACENT TO SLEEPING AREAS. 3. ALL INTERIOR WALLS TO BE 2x4 w IC.' O.C. (U.N.O,) 4. ALL EXTERIOR WALLS TO BE 2x6 6 IS' O.C. (U.N.O.) 5. UPPER FLOOR HEADERS PER STRUCTURAL z 11-0' A.F.F. (U.N.O.) (o. WINDOW SIZES ARE NOMINAL ROUGH OPENING, WIDTH AND HEIGHT, 1. DOOR SIZES NOTED ARE SLABS NOT ROUGH OPENINGS S. PROVIDE r1RE5LOC<ING AT ALL PLUMBING OPENINGS. S. PROVIDE SOLID BLOCKING OVER SUPPORTS. 10 WHEN THERE 15 USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE Or A FLOOR -CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED 60 THAT THE ,AREA Of: CONCEALED SPACE DOES NOT EXCEED 1000 Sr. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS AND SHALL BE OF,�'GYP BOARD OR OTHER APPROVED MATERIALS INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS PER CODE. IL PROVIDE FIREBLOCKING, TO CUT OFF ALL CONCEALED HORIZONTAL AND VERTICAL DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STOIRES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREIBLOCKING SHALL CONSIST Or NOT LESS THAN 2' NOMINAL LUMBER OR OTHER APPROVED MATERIAL. 12, ASPHALT -SATURATED FELT FREE FROM HOLES OR BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET AND COMPLYING WITH ASTM D 226 OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE APPLIED OVER SHEATHING OF ALL EXTERIOR WALLS. APPROVED ALTERNATIVE WEATHERPROOF MEMBRANES SHALL BE USED FOR OPEN JOINT RAIN SCREEN SIDING, WEATHER RESISTANT MATERIALS SHALL BE APPLIED HORIZONTALLY FERMANUFACTURER6 RECOMMENDATIONS, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES AND NOT LE55 THAN & INCHES WHERE JOINTS OCCUR PER CODE, 13. APPROVED CORROSION -RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDINGS STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL SURFACE AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. FLASHING SHALL BE INSTALLED AT, BUT NOT LIMITED TO THE FOLLOWING LOCATIONS: -THE TOP OF ALL EXTERIOR WINDOW 4 DOOR OPENINGS -INTERSECTIONS OF FRAME WALLS AND MASONRY OR STUCCO -UNDER MASONRY, Wool-) OR METAL COPINGS AND SILLS CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL AT WALL AND ROOF OR SOFFIT INTERSECTIONS ,AT BUILT-IN GUTTERS 14. EXTERIOR LOCATIONS FOR ENVIRONMENTAL AIR DUCT EXHAUST 4 INTAKE OPENINGS To BE A MINIMUM Or 3'-O'FROM PROPERTY LINE 4 MINIMUM 3'-O'FROM BUILDING OPENINGS. EQUIP ALL DUCTS W1 BACK -DRAFT DAMPERS. 15. AIR EXHAUST 4 INTAKE OPENINGS THAT TERMINATE OUTDOORS SHALL BE PROTECTED W1 CORROSION RESISTANT -SCREENS, LOUVERS, OR GRILLS W1 1/4' MINIMUM 41/2'MAX OPENINGS IN ANY DIMENSION. OPENINGS SHALL BE PROTECTED AGAINST LOCAL WEATHER CONDITIONS PER IRC R303.5, 16. DUCTS FOR KITCHEN RANGES SHALL BE OF METAL AND BE EQUIPPED W1 BACK -DRAFT DAMPERS PER CODE 11. ALL INTERIOR FINISHES TO MEET MINIMUM FLAME SPREAD INDEX AND SMOKE DEVELOPMENT INDEX AS REQUIRED BY SECTION R302,9,I 4 R302.152. 15, UNDER FLOOR CLEANOUT NOT MORE THAN 20'FROM ACCESS DOOR WITH AN UNOBSTRUCTED 30'WIDE X IS' HIGH PATH PATHWAY. CLEANOUTS ARE ACCESSIBLE. 12' CLEARANCE REQUIRED AT LINES LESS THAN OR EQUAL TO 2% 18' CLEARANCE AT LINES GREATER THAN 2'. (UPC 10-T.9) 19, GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWINGING, 5LIFDING AND BIFOLD DOORS SHALL BE CONSIDERED A HAZARDOUS LOCATION, P_308.41 SAFETY GLAZING. St'10<= 4 CAR50N MONOXIDE ALARMS: SMOKE AND CARBON MONOXIDE ALARMS MUST BE PROVIDED IN ALL REQUIRED LOCATIONS AND MUST BE AUDIBLE IN ALL PARTS Or THE HOUSE INSTALLED PER MANUFACTURER'S INSTRUCTIONS NEW HOUSES (IRC R314 4 R315) SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE REQUIRED AND MUST BE CONNECTED TO THE MAIN ELECTRICAL SYSTEM WITH BATTERY BACKUP. CARBON MONOXIDE ALARMS ARE REQUIRED IN ALL NEW AND EXISTING HOMES, APARTMENTS, CONDOMINIUMS, AND OTHER MULTI -FAMILY UNITS, REQUIRED LOCATIONS - SMOKE ALARMS SHALL BE LOCATED IN EACH SLEEPING ROOM AND IN NAPPING AREAS IN A FAMILY HOME CHILE) CAPE. - SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE LOCATED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, - SMOKE ALARMS AND CARBON MONOXIDE ALARMS SHALL BE LOCATED ON EVERY FLOOR LEVEL, INCLUDING BASEMENTS (DOES NOT INCLUDE CRAWLSPACE AND UNINHABITABLE ATTICS). - IN SPLIT LEVEL FLOOR PLANS, AT THE UPPER LEVEL, PROVIDED THERE 15 NO INTERVENING DOOR BETWEEN ADJACENT LEVELS AND THE LOWER LEVEL 19 LESS THAN A FULL -STORY BELOW THE UPPER LE VEL A CARBON MONOXIDE ALARM 15 REQUIRE-) IN A BEDROOM WHEN A FUEL -BURNING APPLIANCE 16 INSTALLED IN THE BEDROOM OR ITS ATTACHED BATHROOM. - A COMBINATION ALARM (COMBINED SMOKE AND CARBON MONOXIDE ALARM) 15 ACCEPTABLE IN ANY REQUIRED LOCATION. -WALL MOUNTED ALARMS MUST BE NOT MORE THAN 12 INCHES FROM THE ADJOINING CEILING SURFACE, - AVOID PLACING ALARMS LE55 THAN 3 FEET FROM SUPPLY REGISTERS OF A FORCED AIR HEATING OR COOLING SYSTEM AND DO NOT PLACE ALARMS IN THE DIRECT AIRFLOW OF THE REGISTERS. - AVOID PLACING ALARMS WITHIN 3 FEET HORIZONTALLY FROM DOORS TO BATHROOMS CONTAINING A BATHTUB OR SHOWER - DO NOT PLACE ALARMS IN SPACES WHERE TEMPERATURES MAY BE ABOVE OR BELOW THE ALARM'S OPERATING TEMPERATURE RANGE. • DO NOT PLACE ALARMS WITHIN 3 FEET Or THE BLADES Or A CEILING PAN. ALARMS IN PEAKED OR SLOPED CEILINGS MUST BE WITHIN 3 FEET OF THE PEAK, MEASURED HORIZONTALLY, BUT NOT IN THE HIGHEST 4 INCHES OF THE CEILING, MEASURED VERTICALLY. A. PHOTOELECTRIC SMOKE ALARMS MUST NOT BE LESS THAN r, FEET FROM A PERMANENT COOKING APPLIANCE. B. IONIZATION SMOKE ALARMS WITH AN ALARM -SILENCING SWITCH MUST NOT BE LESS THAN 10 FEET FROM A PERMANENT COOKING APPLIANCE. C. IONIZATION SMOKE ALARMS WITHOUT AN ALARM -SILENCING SWITCH MUST NOT BE LESS THAN 20 FEET FROM A PERMANENT COOKING APPLIANCE CARBON MONOXIDE ALARM LOCATION LIMITATIONS DO NOT PLACE ALARMS DIRECTLY ABOVE OR BESIDE rUEL-5UF;NINC, APPLIANCES, DO NOT PLACE ALARMS IN DIRECT SUNLIGHT. 1>0 NOT PLACE ALARMS IN LOW AREAS WHERE CHILDREN CAN REACH. DO NOT PLACE ALARMS BEHIND CURTAINS OR ANY STRUCTURE THAT MIGHT PREVENT CARBON MONOXIDE FROM REACHING THE SENSOR. Vo. III-ro, 1-v-0.1 PROVIDE MINIM m I 22, X 30, ATTIC ACCESS INSULATE AND WEATHER STRIP 110 OPTIONAL VAULT 4% OP OPTIONAL VAULJT 1-16Tf;P,. 16TE, 151-01 X lal-t, I 2020 C 20�20 PIC, __ 171. 1 X2 (Sa) ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1,15 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 10 GPM OR LESS. -v 3Y .4 4-341 L21-4' 1 HALL 110m.V cG S.D. ti 2'-51 2' r.) 110v 5C) M.2 12'-0' X113'-4' FIRE 5LOCKIN �SHALL BE PROVIDED P R 20I5 IRC R302.1: IN FULL -HEIGHT WALLS. FOR AQPITIONAL FIREIBLOCKING DETAILS SEE NOTES ON 6JET -Al _ L to 9 10 A -2'-10' � 2' W , 1--11' 2--6' 0; FIRE BLOCKING sHALL rm L. 11 PROVIDED PER fit`R30111 IN FULL -HEIGHT---" WALL$. FOR ADDITIO L FIREBLOCKING DETAIL SEE NOTES ON SHEET -Al + V-01 5DRM. 4 61, ALF�IWALL -4' A5 a alms HE (DIIOIIII 10E 1 5 36' I-L ARF. GUAR f GUARD RAILS MUST BE ABLE WITHSTAND A CONCENTRATED 4 U, LOAD or 2oo tbs. APPLIED AT "R, ANY POINT ALONG THE RAIL IN ANY DIRECTION. PER TABLE R301B CLG. ''Int-A FM I m N 0 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 18 2018 PERMIT CENTER AREA SUMMART- MAIN HOUSE: LOWER FLOOR: 245 MAIN FLOOR: I;946 5F.'. UPPER FLOOR- 1,12S sr. TOTAL (LIVING SPACE). - LOWER FLOOR: IWO sf. TOTAL (LIVING SPACE)- Fe-10-_1 sr. TOTAL (MAIN HOUSE . ADU). 4-, 8-3 01] ef. * SQUARE FOOTAGE PER EXTERIOR SIDE Or EXTERIOR WALL GARAGE: 461 sr. COV'D FRONT PORCH: 13 sf. COV'D PATIO: 135 of. COV'D PORCH (ADU)- 44 sr, UNHEATED STORAGE: 12ro U 7 1 ILU EILIA LU O ................ 2 Project # : m 17177 — Sheet — A 'A lk Ir 110, 1081 106, 104' 102' 100, Sal e4' TOP Or RIDGE niv MAXIMUM BUILDING HEIGHT (30') MID POINT ROOF 0 129.13' COMOS(TION. SHINGLES TYPICAL PL e UPPER FLR, CONT. METAL GUTTER ON E7/4X8 FASCIA BOARD TYP. CORNER TRIM LAP SIDING, (P TYPICAL UPPER FLOOR A� "Im PL a MAIN FLR. COMP, SHINGLES TYP. TYP. MAIN FLOOR 0 106.5' PL W-LOWER FLF-- SOFFIT, VENT 4 INSUlt-Ale-CANT, W/ R-30 INSUL. 4VELRASE GRADE PLANE - 9e.441 EXISTING GRADE ----- - - - - - - - - GARAGE SLAB 0 eroZ' —LIGHTWEIGHT STONE— — VENEER, TYP. AS ELEVATION NQTEe)- 1, VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER LRG. CHAPTER 10 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED COIRRO51ON RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.C. R'103.4 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.RC. F9032 4 R903.2.1 6, PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 1. PRovir->E CONTINUOUS GUTTERS 4 DOWNSPOUTS e ALL EAVES, a. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4" HEIGHT, 1/2" 5TRC WIDTH AND CONTRASTING BACKGROUND. e, PROVIDE STAIRWAY ILLUMINATION PER I.RC. R303.1 4 303.6 10, SEE SHEET Al FOR ADDITIONAL NOTES. ii. PROVIDE SURFACE DRAINAGE 6" : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORk-' DESIGNER SHALL NOT 55 RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED 140FRK PERFORMED BY THE CONTRACTOR. 110, 106, ]or., 104' 102, 100, eel e& I e4' TOP Or RIDGE N k\A8 VENEER, TYP. TYP -EXISTINGGRADE A A A A 12 COMP. SHINGLES TYP. 5.12 FRONT (WEST) SCALE: 1/4" = 1'-0" 12 �1 5 WRAP -ROUND COLUMN, TYP. EXISTING GRADE MAIN FLOOR 6 1065' COVID-PATIO 4 DOORS BEYOND AVERAGE GRADE PLANE LOWER FLOOR LEFT (NORTH) ELEVATION, SCALE: 1/4" - 1'-0' MAXIMUM BUILDING HEIGHT (30') MID POINT ROOF e 1213.13' PL 0 UPPER FLR 110, 108, 1061 104' 102' 1001 138, 96' e4' D FOR REVIEWED CODE COMI LIANCq APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION 110, < 104' RECEIVED CITY OF TUK Lo MAY 2 8 2019 19 10�ERMIT CEN A lie, sr., e4' a. z E�g W4 i E t 13 . z Lu m T --- q LU LU LU LU LU Ao=Project 17177 — Sheet 12 TOP OF RIDGE MAXIMUM BUILDING HEIGHT (309 MID POINT ROOF a 1213.1V PL. a UPPER FLOOR CONT. METAL GUTTEF ON 5/4X8 FASCIA BOARD TYP. ro " CORNER TRIM LAP SIDING, TYPICAL IZ UPPER FLOOR / PL. a COV'D PATIO PL w MAIN FLR. COLUMN, TYP_ 110, MAIN FLOOR 0 106B' lor" --- Fr-- BEYOUND —EXISTING G F E 1041 102' pp AVERAGE GRADE PLANE w ee.44' 1001- - WINDOW _�j��� Sal LOWER FLOOR ELEVATION NOTES, 1. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. Z MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. CHAPTER 10 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER [.PC. R103A 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.Rc. Re032 4 Re032.1 rb- PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE -INTERIOR DOORS. 1. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS e ALL EAVES, TYP. a. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 411 HEIGHT, 1/211 STROKE WIDTH AND CONTRASTING BACKGROUND. e. PROVIDE STAIRWAY ILLUMINATION PER IP-r- P303.1 4 303.5 10, SEE SHEET Al FOR ADDITIONAL NOTES. 11, PROVIDE SURFACE DRAINAGE b" : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRr_ P4013 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS Or PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. COMP. SHINGLES TYP. 5:12 5 MAXIMUM BUILDING HEIGHT (30') MID POINT ROOF Q 129.13' PL Q UPPER FLP_ LAP SIDING, TYPICAL 611 CORNER TRIM Lu PL. 0 PORCH / UPPER FLOOR 3: 911 PL6 MAIN FLR. cl ca Lu _1 In 0 MAIN FLOOR o 10615' -)=.0 FLI;Z— SOFFIT, VENT 4 ... . ... .... . W/ R-30 INSUL. AVERAGE GRADE PLANE w 1313.441 - p ------- - ---- IGIRWE-lell ST VENEER, TYP. AS — —TYP - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - ------ - - - - - - - - - - - - - - GARAGE SLAB ID e(off CONCRETE DRIVEWAY EXISTING GRADE REAR (EA5T) ELEVATION SCALE: 1/4" = V-0" MAXIMUM BUILDING HEIGHT (30') MID POINT ROOF v 129JV flL w UPPER FLR. CONT. METAL GUT1 ON 5/4X8 FASCIA BOARD TYP. ro" CORNER TRIM - LAP SIDING, (-P-) TYPICAL 12 5 PL.,w PORCH / UPPER FLOOR PL a MAIN FLR WRAP -ROUND COLUMN, TYP. EXISTING GRADE_ 110, MAIN FLOOR Q 106.5' lor., - -------- FINISH GRADE 104' 102' loo. AVERACsE_GRADE FL—ANE6 eel LOWER FLOOR Se 134' 12 TOP OF RIDGE COM INGLES TYP. 5:12 MAXIMUM BUILDING HEIGHT (30') MID �POINT ROOF 1101 108, 106, 104' 102, 100, eel eg" e4' z w z q Lu wm mom Ul ww Lu v 2 Z a aaa IL '0010 Project *4 moo] 17177 — I Sheet A6 j FLOOR -CEILING SYSTEMS, WOOD -FRAMED GA FILE NO. FC 5105 PROPRIETARYt 1 HOUR 55 to 59 STC FIRE SOUND GYPSUM WALLBOARD, RESILIENT CHANNELS, WOOD JOISTS One layer 1/2" proprietarytype X gypsum wallboard or gypsum veneer base applied at right angles to resilient furring channels 24" o.c. with 1" Type S drywall screws 12" o.c. Gypsum board end joints located midway between continuous channels and attached to additional pieces of channel 60" long with screws 12" o.c. Resilient channels applied at right angles to 2 x 10 wood joists 16" o.c. with 6d common nails. Wood joists supporting 19/32" plywood ET and 1" proprietary sanded gypsum underlayment. -- --------- STC rated with 3 112" glass fiber insulation in joist spaces and with carpet and pad. Second layer of 1/2" or 6/8" type X gypsum wallboard required to achieve 1 hour: fire resistance rating when glass fiber Insulation Is used. Approx. Ceiling PROPRIETARY GYPSUM BOARD Weight: 2 psf American Gypsum Company 1/2" TYPE X PLUS Fire Test: UL R6352, 4-21-71, UL Design L602 CertainTeed Gypsum, Inc, 1/2" PmRocn Type C Gypsum Panels Sound Test: G&H BW-10 MT, 10-13-70 G-P Gypsum 1/2" ToughRock@ Fireguard® C IIC & Test: (73 C & P) Lafarge North America Inc. 1!2" Firecheck@ Type C G&H BW-10 MT, t0-13-70C. National Gypsum Company 1/2" Gold Bond@ Brand FIRE -SHIELD C Gypsum Wallboard PABCO Gypsum Y 112" FLAME CURB@ Super'C' Temple -inland Forest Products Corporation 1/2" FIRE -RATED "T' }Contact the manufacturer for more detailed information on proprietary products. 2 WALLS AND INTERIOR PARTITIONS, WOOD -FRAMED GA FILE NO. WP 3360 GENERIC 1 HOUR 45 to 49 STC FIRE SOUND GYPSUM WALLBOARD, WOOD STUDS wallboard r u veneer base applied parallel to each side Base layer 3/8" gypsum d o gypsum Pp of 2 x 4 wood studs 16" o.c. with 5d coated nails; 1 3/4" long, 0.082" shank, 7/32" heads, 12" D.C. Face layer 5/8" type X gypsum wallboard or gypsum veneer base applied parallel to each side with 6" wide strips of laminating compound combed along edges and intermediate studs and 6d finish nails; 2" long, 0,0915"shank, 0.135"driven at 45" angle 24" D.C. at Intermediate studs. Thickness: 5 5/8" Joints staggered 16" o.c. each layer and side. (LOAD -BEARING) Approx. Weight: 8 psf Fire Test: UQ 24-65 Field Sound Test: ACI 7-1152004a, 12-21-64 3 EXTERIOR WALLS GA FILE NO. WP 8104 PROPRIETARYt 1 HOUR FIRE GYPSUM WALLBOARD, FIBER -CEMENT BOARD, WOOD STUDS EXTERIOR SIDE: Bass layer 1/2" proprietary type X gypsum sheathing applied parallel to 2 x 4 wood studs 24" D.C. with 1 3/4" galvanized roofing nails 4" o.c. at vertical joints and top and bottom plates and 7" o.c. at intermediate studs. Face layer 5/16" x 12" wide maximum proprietary fiber -cement plank lap -applied at right angles to studs with 6d corrosion -resistant nails to each stud. INTERIOR SIDE: One layer 5/8" proprietary type X gypsum wallboard applied parallel to studs with 1 7/8" smooth round shank nails, 0.088" shank, 0.275" heads, 7" o.c. Thickness: 51/2" Approx. Weight: 6 psf Joints staggered 24" on opposite Sides.(LOAD-BEARING) Fire Test: OPL 11710-98414, 5-1-95 PROPRIETARY GYPSUM BOARD CertainTeed Gypsum, Inc. 1/2" PrOROc- Sheathing Type C 5/8" ProRocP, Type X Gypsum Panels tContact the manufacturer for more detailed information on proprietary products. PAFTERS AND OOVED JOISTS DR APP1iOWEG pOOF•7Rtlas TOP PLATE — TOP PLATE SEE DRILUNWNO N4TORINO FROYtSi4hu SECOND STORY SEC RON RW2E,1 WALL STUb— JOlSTIePERMnTEDTO 6 EDRILUNGAND BECUTCRNOTCHED NOTORINO PROVI&iONS FLOOR JOIST— BETWEEN THESE LIMITS SECTION Fi642R SEEOPILONGNtIS NE PF:CN18lONS sECrlaN TIONIRt�o2.s BOTTOM PLATE `tal. sP,tN y,t '. SPaN I j TNAILEOTO JSTUOISD TOP PLATE eAND.IO:ST OR FOR EILOCKINO AND t IN, ,.4 X RIBILON 8L4CKINO BRIDGING --SEE CUTINTOST'M-- SECTIONAswj SEE SECTION R8o2.6 BEARING WALL tAP d01$T a IN. MIN, aAN#3.1E]:ST ooTTOMPtATE SECTION R602.61 OR SPLICE -SEE SEE SECTION Ra32,$ OR BLOCKING, FOR FIRE atAC 0 JOI$T 94LLPLATE CnAWL SPACEOR SUEFLOOR ' * EASEMENT MONOLITHIC FOiNlDATION SLAB -ON -GRADE -•'ri l\\'llf�l\\%l!,'o\�rr\\ .• `•` r• FOUNDATION INTEFtMONATE PLATFORM FRAMING BEAR NO WALL GALLOON FRAMING TYPICAL ROOF CONSTRUCTION \/ �� '�� �� ��• '�/ v v ARCH. LAM. COMP. ROOFING OVER 150 ROOFING FELT OVER 1/2" CDX OR 1/16" TOP OF RIDGE OSB SHT'G(CCX PLYWD AT EXPOSED 12 COMPOSITION SHINGLES OVER EAVES)MFG. ROOF TRUSSES a 24" O.G. 5 /� 5 1/2" CDX OR 0.6$. OVER AT I G 15lb FELT OVER TRUSSES 1 MAXIMUM BUILDING HEIGHT (309 MANUF_ACTURED TRUSSES MAXIMUM BUILDING HEIGHT (309 —7171-Ol c m 1 1" a 24" O.C. I API R .13' INSULATION BAFFLE —INSULATION BAFFLE VENTED BLOCKING R-491NS VENTED BLOCKING PL o UPPER FLR PL m UPPER FLF CONTINUOUS GUTTER 1/2" GIN$. TYP. ' OVER all FASCIA ff :: .. • : L•1/2 ° rs W S. TYP. ' —CONTINUOUS GUTTER :. . R-10 RIGID INSULATION 5 OVER 8" FASCIA m 4x HEADERS • ., : ' . I-V2" G.WBF WALL.,. .. HAL2x6 STUDS 16" O.G. @ 6, TYP:. ; HALL .36W/ R-21 INSULATION TYP. " H. RAIL . • 0I FINISH PER ELEVATION 3/4" T. 4 G. PLYWOOD - i OVER 1/2" CDX OR OS$. OVERd1-,/8 TJI 210 )� OVER 151b FELT OVER W FLOOR JOISTS' PL. 9 PORCH / UPPER FLOOR PL. Q PORCH / UPPER FLOOR PIL g MAIN FLR Z PL e MAIN FLR. p BEAM PER ENGINEER m in 2x6 STUDS 16" O.G. S-SHEETS , J fa @ lu W/ R-21 INSULATION TYP, TYPICAL EXTERIOR WALL- , m it 2-2X6 TOP PLATES 01 2X6 STUDS 16" O.C. 3 @ FINISH PER ELEVATION LANDING 2X6 BOTTOM PLATE @ OVER 1/2' CDX OR 0.5$. COV'D Y FOIER.: HALLSP - -- ,/16" OSB (APA 24FI6) SHT'G @ O OVER 15lb FELT OVER 36" H. RAIL AIR BARRIER (TYVEK OR EQ.) p1 1 110' EXISTING GRADE �.� — — . SIDING PER ELEVATIONS - .. 1/2" G.W$. 108' — 3/4" T. 4 G. PLYWOOD: OVER-11=i78 TJ1 2 j FLOOR JOISTS MAIN FLOOR o oro.5' MAIN FLOOR o 1065' 106' — — PL e COWEt2 FLR ' FINISH GRADE •• 104' 3 1 BEAM PER ENGINEER WATERPROOF Al q j .— S-SHEE MEMBRANE ALONG 102' FOUBA NDA7�1/2" G.W$. hIDI — FOOTINGS PER ENGINEER \ L AT TYP. 100' GOy'D ENTRY �,A E GRADE PLANE 99.4�m@ AVERAGE GRAPE PLANE w 99.44' � i TER ' MEMBRANE ALONG —N 4" THICK GONG. SLAB' _ BASEMENT 98' ----- OVER-4"--G-OMt•'AC-T-?rANU`�� • . LOWER FLOOR AND GsRAVEL BASE ei: :.. ' � LOWER FML R 94' 2015 IRC SECTION R302.11 FIREBLOCKIING. IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHAI_t PR ID)aD TOE..__ CUT OFF ALL CONCEALED DRAFT OPENINGS(BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1) IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: A) VERTICALLY AT THE CEILING AND FLOOR LEVELS, B) HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. 2) AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3) IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SECTION R302.71. 4) AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RE515T THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5) FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE SECTION R1003.19. 6) F[REBLOGKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIRE BLOCKING MATERIALS SHALL CONSIST OF MATERIAL LISTED IN SECTION R302JI.I. LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. DRAFTSTOPPING: WHEN THERE IS USABLE SPACE BOTH ABOVE AND BELOW A CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOP5 SHALL DIVIDE THE CONGEALED SPACE INTO APPROXIMATELY EQUAL AREAS. DRAFTSTOPPING MATERIALS SHALL CONSIST OF MATERIALS LISTED IN SECTION R302.12J. DRAFTSTOPPING MATERIALS SHALL NOT BE LESS THAN 7 INCH GYPSUM, 316 INCH WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE MAINTAINED. INSULATION e PERIM. SECTION 312.12: RODENT PROOFING: STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1/2 OF AN INCH TN THE LEAST DIMENSION. NOTE: 312J2.1: METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE HEA REFER TO STRUCTURAL SHEETS FOR SR WALL PIPES FROM THE BOX INTO THE BUILDING. SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN 312.122: METAL COLLARS. REFERENCES AND/OR INSTRUCTIONS PERTAINING IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN TO EACH SPEAR WALL INDICATED IN THIS PLAN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. NOTE: 312.123: TUB WASTE OPENINGS, CONTRACTOR TO VERIFY ALL DIMENSIONS AND TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL CONDITIONS OF PROJECT AND REPORT ANY SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL TO COMMENCING WORK DESIGNER SHALL NOT BE SCREEN 5EGURELY FASTENED TO THE ADJOINING STRUCTURE WITH RESPONSIBLE FOR DISCREPANT CONDITIONS NO OPENING GREATER THAN 1/2 OF AN INCH IN THE LEAST DIMENSION. RESULTING FROM UNAUTHORIZED WORK PERFORMED • 2015 UNIFORM PLUMBING CODE WITH WASHINGTON STATE BY THE CONTRACTOR. AMENDMENTS (UPC) 4X4 DF 11 POST AT EFT O.C. ATTACHED TO 2XI2 JOISTS W/ OM" DIA x 6" LONG 2X6 IV' O.C. STUD HALF -WALL 10d COMMON NAILS BOTH INFILL W/ CONTINUOUS 2X6 CAP 10d COMMON NAILS STAGGERED UPPER FLOOR THRJ BOLTS W/ NUT AND WASHERS SIDES STAGGERED AT 6" O.PLATE AT 6" O.C. . CONT. DBL. TOP PLATE EXTENDED FIRE STOP AT SOFFIT. iil" PLYWOOD FIRE BLOCK (2X LUMBER OR I" DRYWALL ALSO PERMITTED). R-10 RIGID INSULATION a EXTERIOR SIDE OF WALL m (SHADED AREA) 4X HEADER -- JSTS PER PLAN - CONTINUOUS 2X12 RIM JOIST SIMPSON A34 POST TO i KING STUD cp 1/2" DRYWALL TOP PLATE OPENING SIMP N A34 P T EXTERIOR PLYWOOD 12" TOT PLATE 2XI2 FLR TRIMMER 2X10 JOTS e j6" O.C. MAIN FLOOR NOT TO SCALE NOT TO SCALE 4 SECTION - HALF XALL FRAMING 5 HEADER/INSULATION DETAIL �&) COFFERED CEILING 1. GLAZING IN SWINGING DOORS EXCEPT LOUVERED WINDOWS AND JALOUSIES COMPLYING WITH IRC R3082. 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND BIFOLD CLOSET DOOR ASSEMBLIES. 3. GLAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS 5. GLAZING IN DOORS, WALLS, FENCES AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHROOMS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60" ABOVE ANY STANDING OR WALKING SURFACE. EXCEPTION: OPENINGS THROUGH WHICH A 3" SHPERE 15 UNABLE TO PASS. 6. GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL I$ WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LESS TH ABOVE THE WALKING SURFACE. REVIEWED FOR EXCEPTION: WHERE THERE IS AN INTERVENING WALL OR PARTITION BETWEEN DOOR AVODE COMPLIANCE GLAZING OR WHERE THE DOOR ACCESSES A CLOSET 3' OR LESS IN DEPTH. APPROVED ,. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, WHEN ALL OF THE FOLLOW NG APPLY: 1.1 EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SF. NOV 13 2019 ,2 BOTTOM EDGE LESS THAN 18" ABOVE THE FLOOR. 13 TOP EDGE GREATER THAN 36" ABOVE THE FLOOR. 1.4 ONE OR MORE WALKING SURFACES WITHIN 36" HORIZONTALLY OF THE GLAZIN City Of Tukwila EXCEPTION: WHERE A PROTECTIVE 1-1/2"-WIDE BAR IS INSTALLED ON THE AGGESSIBL G DIVISION THE GLAZING 34" - 38" ABOVE THE FLOOR AND IS CAPABLE OF WITHSTANDING A 50 LBS PER LINEAL FOOT OR WHERE THE BOTTOM EDGE OF THE GLASS IS 25' OR MORE ABOVE GRADE, A ROOF, WALKING SURFACE, OR OTHER HORIZONTAL SURFACE. 8. GLAZING IN RAILINGS REGARDLESS OF AREA OR HEIGHT.ABOVE A WALKING SURFACE. INCLUDES STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS. S. GLAZING IN WALLS AND FENCES ENCLOSING INDOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS, AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 6 0" ABOVE A WALKING SURFACE AND WITHIN 60" HORIZONTALLY OF THE WATERS EDGE. THIS WILL APLY TO ALL SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. to. R308.4.6 GLAZING ADJACENT TO STAIRS AND RAMPS. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 3Fi INCHES (S14 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED TO BE A HAZARDOUS RECEIVED LocarioN. CITY OF TUKW►LA EXCEPTIONS: 1. WHERE A RAIL IS INSTALLED ON THE ACCESSIBLE 5IDE(S) OF THE GLAZING 34 TO 35 2 $ 2019 INCHES (864 TO 965 MM) ABOVE THE WALKING SURFACE, THE RAIL SHALL BE CAPAiT CENTER WITHSTANDING A HORIZONTAL LOAD OF 5O POUNDS PER LINEAR FOOT (130 N/M) WITH CONTACTING THE GLASS AND HAVE A CROSS -SECTIONAL HEIGHT OF NOT LESS THAN 11/2 INCHES (38 MM). 2. GLAZING 36 INCHES (914 MM) OR MORE MEASURED HORIZONTALLY FROM THE WALKING SURFACE. If. R308.41 GLAZING ADJACENT TO THE BOTTOM STAIR LANDING. GLAZING ADJACENT TO TPE LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING IS LESS THAN 36 INCHES (914 MM) ABOVE THE LANDING AND WITHIN A 60-INCH 0524 MM) HORIZONTAL ARC LESS THAN I83 DEGREES FROM THE BOTTOM TREAD NOSING SHALL BE CONSIDERED TO BE A HAZARDOUS LOCATION. EXCEPTION: THE GLAZING IS PROTECTED BY A GUARD COMPLYING WITH SECTION R312 AND THE PLANE OF THE GLASS 15 MORE THAN 18 INCHES (45-1 MM) FROM THE GUARD. a a W 3 e;_ N $ m E Z tit M _wm Z c0 ( m a o, m m :fl 0 IN IN Y .. z m� .. ti LU 0 LU0 W �� o c n d' a e_ Project # 17177 Sheet (HANDRAIL GRIP SIZE PER NOTE: SPACING BETWEEN INTERMEDIATE 1-RAMING 4 rOUNL�A1LVN FRAMING 4 FOUNDATION IRC R31L1:1.3.J GUARDRAIL MEMBERS TO BE SUCH THAT DIMENSION -- 2X STUDS PER PLAN W DIMENSION A SPHERE OF 4' DIA. SHALL NOT PA5S 2x STUD5 PER PLAN I14° DIA, MIN. THROUG-H ANY OPENING O FINISH PER ELEVATION OVER HANDRAIL, CONY. tU 'Q 15 LB. BUILDING PAPER FOR FULL LENGTH HANDRAILS PER Q P.T. SILL PLATE 4 A.B. PER I) OVER SHEATHING PER PLAN OF STAIR IRC R311.1" W SHEAR WALL SCHEDULE P.T. SILL PLATE 4 A.B. PER BALUSTERS TO CONFORM Q AND/OR FOUNDATION PLAN z SHEAR WALL SCHEDULE TO IRC R312.2 ---- -- ----'' 0 j AND/OR FOUNDATION PLAN Q��Xf > V BATT INSULATION PER PLAN O F SIMPSON SLOPED 2'-0' MIN. R-10 Z- FLASHING 0 _ Z J HUC28 OR RIGID INSULATION RIGID MIN. LAT Q O �4' CONC, SLAB 4" CONC. SLAB WOOD TRIM RIGID INSULATION W n EQUAL OPTIONAL _ Q ° Z OVER 6 MIL. BLACK OVER 6 MIL. BLACK a' MIN. WOOD TO GRADE 4° CONC. SLAB Z Ill OVER 6 MIL. BLACK 36" MIN_ STAIRWAY WIDTH II V.B. OVER 4' V.B. OVER 4' 30" MAX. TOP OF SLAB Z } PER IRC, R311.1.1 GRANULAR FILL GRANULAR FILL TO GRADE Y.B. OVER 4' GRANULAR FILL BEAM O Q PER PLAN 10' MIN, - _ �p TREAD— ,..- _. .. .... .. f— II aT BELOWSTAIR INSTALL I/2' •tee. I_I I I_I I I_I I �nI - °M l-f — - -- ----_ Y- B NW • TIGHTLINEGW.B. a CEI INC 4 WALLS U) m EXPANSION JOINT IIIIR-10RIGIDINSULATION YSTORQ t3) 2XI2 STRINGERS IF STEM WALL D= I—III—v-- 10IGID•INSULATION �ERI STEM WALL�„ I -- FIRE BLOCKING S MID -SPAN iia III —I I _ II III —I II 166 .e 2X4 BLO(-K THRUST NOTE: GREATEST AND LEAST TREAD 4 4 F O.G. RISER SHALL NOT VARY MORE THAN 3/0' 1t II -� (FER IRC R311.1.4.1 4 R311.1.4.2) CB) Rd TOE NAIL STRINGER " TO THRUST BLOCK 4' DIA. PERF. U �-+—JOIST OR BLOCKING S FLOOR BELOW NOT TO SCALE PER ENGINEERING SCALE 1' 1'-0' FOUNDATION DRAIN 7 PER 5PER SCALE 1' = 1'-0' 1 INTEizl012 5T,41F, 4 5TEM WALL W1 IN6UL. SLAB 8" FND. WALL W1 INSUL. SLAB (HANDRAIL r---RIP SIZE PER NOTE: SPACING BETWEEN INTERMEDIATE RC R311.11.3.) GUARDRAIL MEMBERS TO BE SUCH THAT FRAMING 4 11/4" DIA. MIN. ---- A SPHERE OF 4" DIA. SHALL NOT PASS DIMENSION CONT. HANDRAIL THROUGH ANY OPENING- X Z_ 0 HANDRAILS PER IRC R3117.1 BALUSTERS TO CONFORM TO IRC R312.2 Z N 2x P.T. DECK JOISTS PER O PLAN L 36" MIN. STAIRWAY WIDTH O PER IRC R311.1.1 Q 0'l7�� - BEAM (P.T.) PER PLAN I 10" MIN. I/\ TREAD _ m q tl \ C3) P.T. 2XI2 STRINGERS yl-"Pl: READ 4 THAN 3/8' kR2RC R3111.5�1 4 R31 40RE MIN. 36'x36' NOT TO SCALE 2 INTEIRIOfiR ST)411z DETAIL W/5LA8 INSULATION PER PLAN — 2X STUD WALL PER PLAN. 1/2' CDX PLYWOOD SHEATHING - -- 2 LAYERS GRADE D BLDG,PAPER WEATHER RESISTANT BARRIER — CORRo5I ON RESISTANT (GALV ) METAL LATH ADHERED STONE VENEE TYPE 'N° — MORTAR JOINT TYPE 'N° MORTAR SEATING BED 26 GA GALV. CORROSION RESISTANT WEEP m SCREED -OVERLAP BLDG. Z PAPER -LATH TO COVER 4 TERMINATE ON FLANGE FOUNDATION WALL 4' MIN. (SCREED TO GRADE) -- 2' MIN. (5CRED TO FAVEMENT) iIn zft r Q I -W �z Q03a Q N p W _ i ��y�yLL�ryU� F�>5: <tLUQEWNW FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 8" MIN. FINISH GRADE TIGHTLINE STORM DRAIN IF REQUIRED.;;'. jj 1'-O' MIN GRANULAR FREE DRAINING BACKFILL . 1 — Ii1-111- 'I — III—1 '1—III= WATERPROOF MEMBRANE 3" CLEAR 4' DIA. PER,-. — FOUNDATION DRAIN 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN T.4G, PLYWOOD SUBFLOOR GLUED 4 NAILED �-3/4` (2) #4 BAR CONT. MAX. 0" ! BELOW TOP OF FND. WALL FLR. JSTS. PER PLAN FOR FLR. JSTS. PARALLEL TO FOUNDATION WALL ' ( PROVIDE (1) SIMPSON A34 SILL PLTO JST. Ia5 1 , 4 1 _ P.T. SILL PLATE 4 A.B. PER - SHEAR WALL SCHEDULE m y1 } AND/OR FOUNDATION PLAN l . °IS a 14 BAR a 16' O.C. VERTICAL URRED WALL 4 / INSUL. PER PLAN D 51_E INSULATED VNYL BUILDING- LINE 3'-0' 2�BCt'tAN KEMP CLEAR LEAN GRATE COVER ROMAN KEMP STEEL SAFETY GRATE FINISHED GRADE LINE AP X 3' BELOW WELL SLOPE GRADE AWAY FROM WELL GONG. WALL [WHEN EXIT HEIGHT EXCEEDS 44') 4'CONC, SLAB 0 OVER 6 MIL BLACK — VB. OVER 4' GRANULAR FILL uu11 X� )� I j SWELL DRAIN SYSTEM A WALL SECTION THRU: WINDOW WELL NET WIDTH OF PATH = 21 3/4- (20' MIN. REQUIRED FOR EGRESS) NET HEIGHT = 45 3/5' -FOUNDATION LINE DRAIN SYSTEM 4'-0 ESCAPE LADDER WIDTH ' NOTE: FLOOR FRAMING SHEATHING 4 ALL BSMT. (� PLAN VIEW WINDOW WELL WALLS TO BE IN PLACE %'PROJECTIGN REGaIIip FOR EGF85 PRIOR TO BACKFILLING FOUNDATION WALLS • THE BOTTOM OF THE EGRESS WINDOW OPENING CAN'T EXCEED 44' FROM THE FINISHED FLOOR 2'-0' MIN. R-10 THE MINIMUM OPENING AREA OF THE EGRESS WINDOW IS RIGID INSULATION 5.1 SQUARE FEET. • THE MINIMUM EGRESS WINDOW OPENING HEIGHT IS 24' HIGH. —MIN. 1/2' AIR SPACE THE MINIMUM EGRESS WINDOW OPENING IS 20' WIDE. NOTE: 1310.2 WINDOW WELLS. 4' CONC. SLAB THE MINIMUM HORIZONTAL AREA OF THE WINDOW WELL SHALL BE SQUARE I, OVER 6 MIL. BLACK IL FEET (0.'3 M2), WITH A MINIMUM HORIZONTAL PROJECTION AND WIDTH OF 3ro II p V.B. OVER 4' FILL INCHES (1314 MM). THE AREA OF THE WINDOW WELL SHALL ALLOW THE GRANULAR EMERGENCY ESCAPE AND RESCUE OPENING TO BE FULLY OPENED. EXCEPTION: THE LADDER OR STEPS REQUIRED BY SECTION R3102.1 SHALL BE PERMITTED TO ENCROACH A MAXIMUM OF 6 INCHES (152 MM) INTO THE REQUIRED DIMENSIONS OF THE WINDOW WELL. U �? :i,.•t_'h:,,,'':`' R3102.1 LADDER AND STEPS. WINDOW WELLS WITH A VERTICAL DEPTH 11, , (1118MM)SHAEQUIPPED GREATER THAN 44INCHESLL BE WITH A PERMANENTLY I I 1 11 IT AFFIXED ^f LADDER ORSTEPS USABLE WITH THE WINDOW IN THE FULLY OPEN POSITION. LADDERS OR RR-10 RIGID INSULATION STEPS REQUIRED BY THIS SECTION SHALL NOT BE REQUIRED TO COMPLY WITH —I A III —I SECTIONS R3111AND R3118. LADDERS OR RUNGS SHALL HAVE AN INSIDE WIDTH OF AT LEAST 12 INCHES (305 MM), SHALL PROJECT AT LEAST 3 INCHES Or. MM) FROM PER ENGINEERING THE WALL AND SHALL BE SPACED NOT MORE THAN 18 S-SHEETS INCHES (45-1 MM) ON CENTER VERTICALLY FOR THE FULL HEIGHT OF THE WINDOW WELL. �' NOT TO SCALE SCALE : NOT TO SCALE 3 ADNEi�ED VENEEF� O/ 5NEATNINC> 5 551-IT. r—ND. WALL 1WIND0W WELL i Horizontal t Discharge f Termination i I 12" or 21" Depending on Wall thickness May insert Vent between Ell and Tankless or Ell can install at top of Tankless 000 3/4" X 24" Gas Flex. Connector NOTE: ENERGY STAR QUALIFIED ENERGY FACTOR OF .eb FOR BOTH NATURAL GAS AND PROPANE • CERTIFIED FOR INSTALLATION IN MANUFACTURED (MOBILE) HOMES • ENHANCED SCALE DETECTION LESSENS POSSIBILITY OF SERIOUS, LONGS -TERM DAMAGE TO UNIT TEMPERATURE LOCK FUNCTION PREVENTS ACCIDENTAL OR UNAUTHORIZED CHANGES TO WATER TEMPERATURE COMPLIES WITH SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT 14 NG/J OR 20 PPM NOX EMISSION LEVELS NOT TO SCALE 8 RINNAI TANKLE55 WATER I-4EATER CERTIFICATE (WSEC R4013): A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF ELECTRICAL DISTRIBUTION PANEL. THE CERTICATE MUST LIST THE ENERGY FEATURES OF THE STRUCTURE. DUCTS(WSEC R40322): DUCTS MUST BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33 USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS MUST BE VERIFIED BY EITHER THE POSTCONSTRUCTION TEST OR ROUGH -IN TEST PER WSEC R40322. TOTAL LEAKAGE MUST BE LESS THAN OR EQUAL TO 4 CFM PER 100 SF. OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1' W.G. (25 Pa) ACROSS THE ENTIRE SYSTEM. PROVIDE GENERAL NOTES TO ADDRESS THIS REQUIREMENT. PER WSEC R402.4, THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE. THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL (R402.4.12). PER WSEC R403.11 AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE. PER WSEC R404.1, A MINIMUM OF -15 PERCENT OF THE LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE NIGH -EFFICACY LAMPS. DUCTS (503.10.1) INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOOR OR CEILING CANNOT DISPLACE REQUIRED INSULATION. BUILDING CAVITIES CANNOT BE USED AS DUCTS DUCT TESTING (503.102) DUCTS LOCATED OUTSIDE THE CONDITIONED SPACE MUST BE TESTED. WINDOWS SKYLIGHTS AND SLIDING DOORS AIR LEAKAGE OF FENESTRATION. WINDOWS, SKYLIGHTS AND SLIDING GLASS DOORS SHALL HAVE AN AIR INFILTRATION RATE OF NO MORE THAN 03 CFM PER SQUARE FOOT (1.5 L/S/M2), AND SWINGING DOORS NO MORE THAN 0.5 CFM PER SQUARE FOOT (2.6 L/S/M2), WHEN TESTED ACCORDING TO NFRC 400 OR AAMA/WDMA./CSA 101/1•S2/A440 BY AN ACCREDITED, INDEPENDENT LABORATORY AND LISTED AND LABELED BY THE MANUFACTURER WSEC R402.43 NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR 1 11 REVIEWED FOR CODE COMPLIANCE'. APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION U Q v/ LU h LL I` 1 WW�n� �UoS� m 0 a zQh� N LUI LU Tg Y �LU LU a LZ �m VENTILATION SCHEDULE MAIN HOUSE 2015 WASHINGTON STATE ENERGY CODE I M1507.3.3(1) &(2) SYMBOL LOCATION MINIMUM FAN REQUIREMENTS Bath, Powder, Min. 50 cfm @ 0.25" WG A Laundry Kitchen Min. 100 cfm @ 0.25" WG B (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) Whole House MIN. CFM = 90 MAX CFM = NO MAX M1507.3.3(1) C Fan (based on 3,920 s.f. floor area & 5 bedrooms) `flow rating @ 0,25" WG 'whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured @ 0A" WG, per IRC M1507.3.4 INTERMITTENT WHOLE -HOUSE MECAHNICAL VENTILATION PER M1507.3.3(2) 90 CFM X 1.5 (66%) = 135 CFM INTERMITTENT WHOLE - HOUSE FAN AT 66 % (1.5 FACTOR) RUNTIME PERCENTAGE IN EACH 4-HOUR SEGMENT PER M1507.3.3(2) 'AII fans to vent to outside `AII other requirements of 2015 IRC CONTINUOUS FAN OPTION PER TABLE IRC M150133(I) 2015 WHOLE HOUSE VENTILATION OPTION I - INTERMITTEN WHOLE HOUSE VENTILATION U51NG EXHAUST FANS A. « 90 GFM EXHAUST FAN FLOW RATING PER TABLE MSOB2 TROLS: 24 HOUR CLOCK TIMER WITH CAPACITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL 4 ACCESSIBLE. WHOLE HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A BONE RATING OF 1.0 OR LESS AT 0.1 INCHES W.G- OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. WHERE OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUST POINTS BY DOORS, PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY INSTALLING OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, GRILLES, TRANSOMES, OR SIMILAR MEANS. DOORS SHALL BE UNDERCUT A MINIMUM OF 1/2' ABOVE FLOOR COVERING B. SO CFM X 1.5 (66%) = 135 CFM INTERMITTEN WHOLE -HOUSE FAN m 661la (I.5 FACTOR) RUNTIME PERG E IN EACH 4-HOUR SEGMENT PER IRC MI50133(2). •INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE PER TABLE IRC M150133(2) ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: LOWER ROOF Roof Area : 252 s.f. Ventilation Required: 252 s.f. x 144 si. / s.f. / 300 = 120.96 s.i. Req'd Provide 112 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 s.L 111 - 25% reduction = 3.53 s.L / I.f. Eave Ventilation Req'd = 120.96 s.i. / 2 / s.i. per I.f. = 17 12 I.f. Provide : 18 I.f, birdblocking. Ventilation = 63.59 sJ. Min. Ventilation Provided = 63.585 s.i. is greater than 60.48 sJ. Req'd Upper Roof Ventilation: TW" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Req'd = 120.96 s.i. 12 J s.i. of each vent = 1.65 vents Provide: 2 -7"x7" roofjacks. Ventilation = 73,50 s-i. Ventilation Provded = 73.50 ls.L is greater than 60.48 s.i. Req'd Use: (minimum) 18 Lf. birdblocking. Ventilation = 63.59 s.i. Use: (minimum) 2 -7"x7" roofjacks. Ventilation = 73.50 s.i. Total Min. Ventilation Provided = 137.09 &1. IS GREATER THAN: 120.96 s.i. Req'd ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: MAIN ROOF Roof Area : 1,919 s.f. Ventilation Required: 1919 s.f. x 144 s.i. / s.f 1300 = 921.12 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = 4.71 s.i. / Lt - 25% reduction = 3.53 s.i. / Lf. Eave Ventilation Req'd = 921.12 sJ. J 2 / s.i. per IS = 130.38 Lf. Prove e : 131 I.f. birdblocking. Ventilation = 462.76 s.i. Min. Ventilation Provided = 462.7575 s.i, is greater than 460.56 s.i. Req'd Upper Roof Ventilation: 7"x7" Attic Roof Jack = 49 s.i. each - 25% screen reduction = 36.75 s.i. each. Upper Ventilation Reqd = 921.12 s.i. 12 / s.i. of each vent = 12.53 vents Provide: 13 -7x7" roofjacks. Ventilation = 477.75 s.i. Ventilation Provided = 477.75 sJ. is greaterthan 460.56 s.i. Req'd Use : (minimum) 131 I.f. birdblocking. Ventilation = 462.76 s.i. Use : (minimum) 13 -7"x7" roofjacks. Ventilation = 477,75 s,L Total With.Ventilation Provided = 940.51 s.i. IS GREATER THAN: 921.12 sJ. Req'd FAIN �A0U5E ENERGY GLAZING SCHEDULE MAIN HOUSE ROOM I If OF WNDS. WND. W. D. H. M1,NUF, FRAME TYPE WDW. TYPE MODEL NO. AIR GAP GAS LO-EU-VAL. III AREA UA MAIN FLOOR LIVING 1 6,00 6.00 MILGARD VINYL SLIDER. 5120 /2" AIR YES r 0.3 36.00 10.80 LIVING 1 &CO 8.00 MILGARD VINYL S.G.D. 5621 1/2" AIR YES 0.3 64,00 19,20 BATH 4 1 2,00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 4.00 1.20 DEN/BDRM. 5 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 30.00 9.00 STAIRWELL 1 3.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 15.00 4.50 SPICE KITCHEN 1 2.00 5.00 MILGARD VINYL CASE. 5521 1/2" AIR YES 0.3 10.00 3.OD NOOK 1 3,00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 15.00 4.50 NOOK 1 9.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 54.00 16.26 _ FAMILY RM 1 9.00 6.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 54.00 16.20 FAMILY RM 1 2A0 2.11 MILGARD VINYL PICTURE 5320 1/2" AIft YES r 0.3 4.00 1.20 _ DINING 1 6.00 6.00 MILGARD VINYL SLIDER 5120 1/2' AIR YES r 0.3 36.00 10.80 UPPER FLOOR FOYER BEDRPd. 3 1 1 4.00 6.00 4.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 16-00 4.80 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 30.00 9,00 BATH, 3 1 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 4.00 1.20 BEDRM. 4 1 6,00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 30.00 9.00 STAIRWELL 1 3,00 2.00 MILGARD VINYL PICTURE 5320 112" AIR YES 0.3 6.00 1.80 BATH. 2 1 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 4.00 1.20 LAUNDRY 1 2.00 2.00 MILGARD VINYL PICTURE 6320 1/2" AIR YES 0.3 4.00 1.20 MS1R. W.LC. 1 2.00 2A0 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 4.00 1.20 MSTR. BATH. 3 2.00 200 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 12.00 3,60 MSTR. SUITE 1 9.00 5.00 MILGARD VINYL SLIDER 5120 V2" AIR YES 0.3 45.00 1350 MSTR. SUITE 3 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.3 12,00 3.60 BEDRM. 2 1 6,00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 1) 3 30.00 9.00 WND. TOTAL: 519.00 155.70 DOORS WITH MORE THAN 50-A GLASS DOORS WITH MORE THAN 50%GLASS-TOTAL: AVG. U-VALUE (VERTICAL GLASS): SKYLIGHTS AND SKYWALLS SKYLIGHT TOTAL:' ' AVG. U-VALUE (OVERHEAD GLASS): AREA UA 519.00155-70 TOTAL 1 TOTAL 2 GLAZING %= TOTAL 1 - ` 519,00 S.F. = ' 13.24% HEATED AREA 3920T 00 S.F. AVG. U-VALUE = UA TOTAL (TOT. 2) = r 155.70 UA = r 0.30 U-VALUE AREA TOTAL (TOT. i) 519.0 AA (1) U-VALUES ARE NFRC CERTIFIED OR OBTAINED FROM WSEC TABLE 10-6A, B, C, D OR E zing (wmdow) antl door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of The incorporated insulation requirements am the minimum prescriptive amounts specified by the 2015 WSEC, t fill out It of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, values will be calculated for you. It you do not see the selection you need in the drop -down options, please call the WSU Energy Extension min at (360) 956-2042 for assistance. Heating System Type: Otd-sloons Queataunp To ace d (W I rnreennn5 far each section,place youthe v-t 1 t t cis` Design Temperature °i 1•"-• °f-' ^u-^ �--^'°"^'� '^^'^^° ^ Design Temperature Difference (AT) 46 5T=Lxbar (}o0egreesl-ONtlottOes Ba Temp Area of Building Conditioned Floor Area frzsiruz[ons Conditioned Floor Area (sq ft) 5,920 Average Ceiling Height Conditioned Volumo I,retrud,00c Average Calling Haight (ft) '- g,0 35,260 Glazing and Doors U-Factor X Area = UA r,;.raenoe: 0.30 = 155,70 Skylights U-Factor X Area = UA m;tfva:ens 0.50 O - Insulation Attic u-Factor X Area = UA OA26 E;9 S0.67 Single Better or Joist Vaulted Calling. Ceilings U-Factor X Area UA in=tin...-,s Yc 'a `ed fa'i slgz Nllasna!e2 �•�✓-, - -- Above Grade Wails rsea ng-) U-factor X Area UA 8'st`u" 6£1S 1 a 21 rmam�aa>ace 0.056 165,48 Ffoors U-Factor X Area UA 0.0291 fi12' 49.65 8.1me Start. Wells t Fig - ) U-Factor X Area UA : s.raoitaau a.if unm-w �-�� -45 1.112 5&T 23,81 Slab Below G d ( p ",a. r) F-Factor X Length � UA liml[uc(ions NO Sfab Sib apde,oeMS RaI� "�•• - Slab on Grace ( ) F-Factor X Len th UA .n;u<<no^; a.rotwfarera"4.�--ip 0.540 2-0S " 132.30 Location of Ducts Duct Leakage Coefficient Vn^1imal space - 1.10 Sum of UA 577.62 Envelope Heat Load 26,570 Btu/Hour Figure 1. 111 Air Leakage Heat Load 17,527 Btu l Hour 4oUmeX DeO6X STXOrB Awvesam Building' sign Heat Load 44.097 Btu/Hour Av...1--p- Building and Duct Heat Load 48,507 Btu / Hour D m:wxCspave: sum tvAev He •toss% le Dsv^ NsaJNmed apere'aomWLxA4' 9tr !Vasa X1 Maximum Heat Equipment Output 67,910 Btu I Hour Bun.Sv'g en4 Dud HeertassX r as brFom4 Alr Fumax VENTILATION SCHEDULE ADU 2015 WASHINGTON STATE ENERGY CODE 1141507.3.3(1) &(2) SYMBOL LOCATION MINIMUM FAN REQUIREMENTS Bath, Powder, Min. 50 cfm @ 0.25" WG A Laundry Kitchen Min. 100 cfm @ 0.25" WG B (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) Whole House MIN. CFM 45 MAX CFM = NO MAX M1507.3.3(1) C Fan (based on 910 s.f. floor area & 2 bedrooms) `flow rating @ 0.25" WG 'whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured @ 0XI WG, per IRC M1507.3.4 INTERMITTENT WHOLE -HOUSE MECAHNICAL VENTILATION PER M1507.3.3(2) 45 CFM X 1.5 (66%) = 67.5 CFM INTERMITTENT WHOLE - HOUSE FAN AT 66% (1.5 FACTOR) RUNTIME PERCENTAGE IN EACH 4HOUR SEGMENT PER M1507.3.3(2) -All fans to rent to outside -Ali other requirements of 2015 IRC - CONTINUOUS FAN OPTION PER TABLE IRC M150133(U 2015 WHOLE HOUSE VENTILATION OPTION I - INTERMITTEN WHOLE HOUSE VENTILATION USING EXHAUST FANS A- 45 GFM EXHAUST FAN FLOW RATING PER TABLE M15062 TROLS: 24 HOUR CLOCK TIMER WITH CAPACITY OF CONTINUOUS OPERATION, MANUAL AND AUTOMATIC CONTROL 4 ACCE5SIBLE- • WHOLE HOUSE FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A SOME RATING OF LO OR LESS AT 0,1 INCHES W-G. OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS- WHERE OUTDOOR AIR SUPPLIES ARE SEPARATED FROM EXHAUST POINTS BY DOORS, PROVISIONS SHALL BE MADE TO ENSURE AIR FLOW BY INSTALLING OF DISTRIBUTION DUCTS, UNDERCUTTING DOORS, GRILLES, TRANSOMES, OR SIMILAR MEANS. DOORS SHALL BE UNDERCUT A MINIMUM OF 1/2' ABOVE FLOOR COVERING B. 45 CFM X 1.5 (6650 = 615 CFM INTERMITTEN WHOLE -HOUSE FAN a 66% 05 FACTOR) RUNTIME CENTAGE IN EACH 4-HOUR SEGMENT PER IRC 1" 1150133(2)- • INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE PER TABLE IRC M150133(2) GLAZING SCHEDULE ADU ROOM #OF WND. WND. MANUF. FRAME WDW. MODEL AIR GAS L4E U-VAL. AREA UA WM1lDS. W. H. TYPE TYPE NO. GAP (i} I LnWFR FI. nnP LIVING 1 2.001 7,00 MILGARD VINYL PICTURE 53211 112" AIR IYES 1 0.3 1 14.0011 4.20 LIVING 1 6.001 4.00 MILGARD VINYL ISLIDER 1 5120 1 1/2" AIR YES 0.3 24.001 7.20 KITCHEN 1 2.00 3.50 MILGARD VINYL S.HUNG 5220 1/2" AIR YES 0.3 7.00 2.10 BDRM. A i 6.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.3 24.001 7.20 BDRM.B i -10-OL 4.00 MILGARD VINYL JSLIDER 5120 1/2" AIR YES 1 0.3 24.00 7.20 VVND.-10TAL: 93.00 27.90 DOORS WITH MORE THAN DOORS WITH MORE THAN SOP/6 GLASS -TOTAL: AVG. U-VALUE (VERTICAL GLASS): AND SKYWALLS SKYLIGHT TOTAL: AVG. U-VALUE (OVERHEAD GLASS): AREA UA 93.00 27 TOTAL 1 TOTAL GLAZING %= TOTAL 1 = 93.00 S.F. = 10.22% HEATEDAREA 910.00 S.F. AVG. U-VALUE = UA TOTAL (TOT. 2) - 27.90 UA = 0.30 U-VAL AREA TOTAL (TOT 1) 93.00 A 3 ARE NFRC CERTIFIED OR OBTAINED FROM WSEC TABLE 10-6A. B. C. D OR E sang (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-fatter of The incerpnrated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. :fill out all aline green drop -chums and boxes that are applicable to your project. As you make selections in the drop -downs for each section, values will be calculated for you. If you do not see the selection you need in the drop-doven options, please call the WSU Energy Extension rm at (360) 956-2042 for assistance. Heating System, Type: OO .-,Ys+e,rs Orx.,tw.m To aee detailed instr.0-for such -if-, placeyme cursor nn the word Ynshucf s. Desfan Temperature fnstrucro"a Design Tampemto. Difference(AT) 46 . dT=mew pp* Jrew) oumacrpesgn temp Area of Building Conditioned Floor Area lnatt'actlans Conditioned Flo., Are. laq ft) Average Ceiling Height Conditioned Volume laslructiohe Average Ceiling Height (ft) _,-.. :,9p S190 Glazing and Doors In - on- U-Factor X Area - UA Skylights U-IFaetor X Area = UA !nstruchans .�,,� 0.50 - Insulation Auto U-Factor X Are = UA insaracticns Se'M Noselecbon -.- Single Honer ar Joist Vaulted Ceilings U-Factor X Are. UA lose,-,�eaions novsmmea mgsfno-soaaiert- -' AboveOradaWall r ✓a v) _ U-Factor X Area UA meet ceaa 0.056 L ".� r^^^^^-,xr Floors U-Factor X A UA i"struci wrz tb Giticaz abouxm mtl tioretl i»[�e."- - Below Grade Wall f rreumr) U-Factor X Area UA inr..vacoas a -a m1«xr�� 0.042 , 1t320 ,,"e" 55.44 Slab Below Grade t ,g )w F-Factor X Length UA ..,. ra;nualw,. r rwv�ee:awoaee - F m wef�s.ri:�,•f Slab on Grade! aerg ) F-Factor X L n n UA Instruaaons Rie PmmrSer 0,540 a157r%:?: 84.78 Location of Ducts instruczaons-" - uvxvnmaxw5nrcc ,. . Duct Leakage Coefficient 1.10 Sum of UA 168.12 Fig..11. Envelope Heat Lead San NtlAXdT 7,734 Btu / Hour Air Leakage Heat Load 4,069 81u / Hour ,x o.6xnrx ore Abe e.Graae Building Design Heat Load 11,802 Btu)Hour - ArCeekege+EnvebpeY XGoss Building and Duct Heat Load 12,983 Stu / Hour Datum unranwxonean1-sumamvxam Hearrossxrra CUCa fn rorMdgnM sPo sop UBWMve- l ass Xr Maximum Heat Equipment Output auiN;rga MDvctHeaztcn te.176 Btu/Hour X I MFrocetl A#£umece 8 Bead Duct!kat Cossxr.2a Ag Hser Parry REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION A C C E S S C fR"'r IDWC L I N G U `� I 0110 RECEIVED � CITY OF TUIZWItA (A 1) U 1 N E� ( JUL 18 2018 / PERMIT CENTER U 0 a . W w� Y •• z o-4 a a Q a AOM Project AE : 9001 17177 - Sheet - GENERAL NOTES WOOD CONSTRUCTION (IBC CH. 23 a NOS) THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE PRESCRIBED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STF41CTURE 15 THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR THIS RESPONSIBILITY INCLUDES BUT 16 NOT LIMITED TO J0561TE SAFETY: ERECTION MEANS, AND SEQUENCES: TEMPORARY SHORING, FORMOORK, AND BRACING: USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) AND SEVASCE 1-10 'MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES AS AMENDED BY LOCAL JURISDICTION PROJECT LOCATION: GPS LOCATION: 41.476014100 LAT., -122262255400 LONGIT. SITE ADDRESS: 14120 51th AVE S, TUKWILA, WA SB165 STRUCTURAL DESIGN CRITERIA (CH. 16) ATERAL FORCES: 1. WIND ( IBC 160E 4 ASCE 6.0 k I1. SEISMIC ( IBC 1613 4 ASCE 11.0-13D }. 110 MPH WIND SPEED (ult) SEISMIC DESIGN CATEGORY - D2 85 MPH WIND SPEED (asd) OCCUPANCY RISK - If EXPOSURE - B 2% PE IN 50 YR ( 2006 LAT-LON) USGS-CO: IMPORTANCE FACTOR Im = ID 02 SEC. (Ss) 1.416g WIND SPEED UP: KzT-100 110 SEC. (51) 0552g VERTICAL FORCES - GRAVITY ( IBC 1601 4 TABLE 1( 01.1 ) VERTICAL LOADS: DEAD LOAD LIVE LOAD ROOF ACTUAL 25 P5F SNOW (OR PER LOCAL JURISDICTION) FLOOR ACTUAL 40 PSF GARAGE ACTUAL 50 PSF(or 300V WHEEL LOAD) DECK ACTUAL 6ID PSF SOILS AND FOUNDATION DESIGN CRITERIA (IBC CH. IS): SUBSURFACE INVESTIGATION SHALL BE REQUIRED PER 18032: FOUNDATION DESIGN SHALL BE BASED SOILS REPORT BY GEOTECK LLC, PROJECT • XX I. SOIL BEARING PRESSURE 1500 Pw 2. ACTIVE PRESSURE - RESTRAINED SO PCF 3. ACTIVE PRESSURE - UNRESTRAINED 35 PCF 4. PAS5IVE RESISTANCE 300 PCF 5. COEFFICIENT OF FRICTION 0.40 6. LOCAL FROST DEPTH 12 INCH 1. TRAFFIC SURCHAR SE 10 PSF 6. SEISMIC SURCHARGE 6H PSF ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED 'STRUCTURAL BACKFILL' AREAS OVER EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (f'c = 2000 PSI) OR STRUCTURAL BACK FILL. CONCRETE (IBC CH. 19 4 ACI 3I8-14I CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-BID TYPE 11 OR TYPE I AND SHALL BE READY -MIXED PER ASTM C-54, MAXIMUM SLUMP 5. MINIMUM CEMENT CONTENT 5/2 SACKS PER YARD PROVIDE 5g-19 AIR -ENTRAINED CONCRETE FOR CONCRETE (F'c - 3000 PSI) EXPOSED TO WEATHER MINIMUM SPECIFIED COMPRESSIVE STRENGTH (F'c AT 28 DAYS) ACI 318-14 USE OR LOCATION OF CONCRETE CONSTRUCTION: F'c (PSI) SPECIAL INSPECTION 4 TESTING REQUIRED FOOTING PADS 4 FOUNDATIONS NOT EXPOSED TO WEATHER 30M NOT REQUIRED PORCHES, PATIOS, DRIVEWAYS, AND GARAGE SLAB 2,500 NOT REQUIRED FOUNDATION STEM WALLS AND INTERIOR SLABS ON GRADE 3.000 NOT REQUIRED CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. REINFORCING STEEL: REINFORCEMENT SHALL CONFORM TO ASTM A-615, 'DEFORMED AND PLAIN BILLET STEEL BARS FOR REINFORCING STEEL'. BARS SHALL BE GRADE 60 EXCEPT THAT NO.3 AND 4 MAY BE GRADE 40. BARS SHALL BE DEFORMED. SPLICE SHALL BE 24 BAR DIAMETERS OR IS' MINIMUM. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS IN WALLS AND FOOTINGS AT INTERSECTIONS, MILL TICKET FOR REINFORCING BARS SHALL BE MADE AVAILABLE TO THE BUILDING INSPECTOR AND ENGINEER OF RECORD FOR VERIFICATION IF REQUESTED. WIRE FABRIC SHALL CONFORM TO ANSIIA5 M A-185, STEEL WELDED WIRE FABRIC PLAIN FOR CONCRETE PLACEMENT. CONCRETE ACCESSORIES: ANCHOR BOLTS, BARS AND RODS SHALL CONFORM TO A57M A-301' 'LOW CARBON STEEL EXTERNALLY AND INTERNALLY THREADED FASTENERS'. CAST-N-PLACE COLD -FORM STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THE CURRENT 591P50N STRONG -TIE ICC ES OR IAPMO ES REPORT. ALTERNATE PRODUCTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. REQUEST FOR SUBSTITUTION WILL ONLY BE APPROVED WITH CURRENT ICC ES OR IAPMO ES REPORT AND A LIST STATING THE PROPOSED ITEM SUBSTITUTION WITH EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS WILL BE REQUIRED TO COMPLY WITH THE CURRENT MCC ACCEPTANCE CRITERIA, AC3w (CAST-N-PLACE COLD -FORMED STEEL CONNECTORS IN CONCRETE FOR LIGHT FRAME CONSTRUCTION) PROPRIETARY CAST -IN -PLACE ANCHOR BOLTS SHALL BE 'SB' AND 'SSTB' ANCHOR BOLTS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED ON THEIR LATEST CATALOG AND IOC ESR-2611. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT IOC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL. IN ADDITION, SUBSTITUTIONS WILL BE REQUIRED TO COMPLY WITH THE CURRENT MCC ACCEPTANCE CRITERIA, AC3513(CAST-IN-PLACE PROPRIETARY BOLTS IN CONCRETE) EXPANSION ANCHORS (WEDGE ANCHORS) SHALL BE AS NOTED ON PLANS. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. WHEN NOTED ON CONSTRUCTION DOCUMENTS, INSTALLATION SHALL BE SPECIAL INSPECTED. NON -SHRINK GROUT: MASTER BUILDERS 'MASTEFFLOW S28 OR PRE-APFROVED EQUAL GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES, NO GROUTING SHALL BE DONE BELOW 40 DEGREES F. EPDXY GROUT: SIMPSON STRONG -TIE 'SET', COVERT OPERATIONS 'CIA' GEL, OR PRE -APPROVED EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT, WHICH SHALL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLES SHALL BE DRILLED AT THE DIAMETER AS SFECFIED BY THE MANUFACTURER BASED ON THE DOWEL BAR OR THREADED ROD DIAMETER HOLES SHALL BE DRY AND CLEANED WITH PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT THE REBAR DOWEL OR THREADED ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED A5 IT 15 PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. EMBED (13) DIAMETERS MIN" UNLESS NOTED OTHERWISE IN PLANS AND DETAILS. GROUTING OPERATION SHALL BE NSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2304.10.1 OR MORE, AS OTHERWISE SHOWN. PRESSURE TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED BY IBC SECTIONS 2308.42A AND 2BO8.1.4 OR AS APPROVED PRIOR TO INSTALLATION. WOOD SHEATHING : SHALL BE STRUCTURAL h PLYWOOD OR ORIENTED STRAND BOARD. PLYWOOD SHALL BE GROUP I OR GROUP 2 SPECIES, C-D GRADE EXPOSURE I COFOWNG TO PS 1-63. EACH PANEL SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. ORIENTED STRAND BOARD (055) SHALL BE APA RATED STRUCTA FOR ROOF AND WALLS AND APA RATED STURDY -I -FLOOR FOR FLOORS. EACH PANEL SHALL BE CLASSIFIED AS EXPOSURE I AND SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION (APA). FRAMING LUMBER STANDARDS: CONFORRM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB), OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE SCL15 OR WW PA GRADE TRADE- MARK SPECIES AND GRADE - BASE DESIGN VALUES ( P51) per NDS STRUCTURAL ELEMENT SPECIES/GRADE fbx fvx fc� To ft E I. bx BEAMS AND HEADERS DF NO.2 815 110 625 60ID 425 1300000 2. 4x BEAMS AND HEADERS DF NO, 2 WO ISO 625 1350 525 1600000 3. 2x JOIST HF NO.2 850 150 405 13W 525 1300000 4. 6x POST DF NO.1 1200 110 625 1000 $25 1600000 5. 4X POST DF NO, 2 650 ISO 625 1400 500 1600000 6. 51/ex6 GLU-LAM POST 24F-V4, 24F-VB 2400 265 650 1650 1100 1100000 1. GLU-LAM BEAM 24F-Y4, 24F-YS 2400 265 650 1650 1100 1800000 6. 3/2x OR 5/4x P51- BEAM PARALLAM PSL 2500 230 150 2500 - 2000000 9, 31/2x OR 51/4x LVL BEAM MICROLLAM LVL 2600 285 150 2510 - 1900000 10. 3/2x OR 5 tx LSL BEAU TIMBERSTRAND LSL 1100 400 68ID 114001 800000 If. 2x WALL FRAMING HF NO.2 850 1150 405 1300 525 13WWO 12. 12x WALL FRAMING > 15FT DF NO. I I000 180 625 1 I500 615 I100000 GLUE -LAMINATED MEMBERS: CONFORM TO ANSI/AITC AP.D.I. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS, 24F-VS DOUGLAS FIR FOR CANTILEVERED SPANS WITH EXTERIOR GLUE. I -JOISTS: SHALL BE MS JOIST MACMILLAN, OR APPROVED EQUAL, AS INDICATED ON THE STRUCTURAL DRAWINGS. I -JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH A CURRENT ICBO REPORT AND APPROVED SHOP AND INSTALLATION DRAWINGS. WOOD CONSTRUCTION CONNECTORS: SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THEIR LATEST CATALOG. PROVIDE MAXIMUM SIZE AND QUANTITY OF NAILS, BOLTS, OR SCREWS SPECIFIED ON CONNECTOR HARDWARE. CONTRACTOR'S PROPOSED SUBSTITUTION OF OTHER MANUFACTURE'S CONNECTORS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL PRIOR TO ORDERING. REQUESTS FOR SUBSTITUTION SHALL INCLUDE CURRENT ICC AND/OR IAPMO ES REPORTS AND A LIST STATING THE PROPOSED ITEM -FOR -ITEM SUBSTITUTION HAS AN EQUIVALENT OR GREATER LOAD CAPACITY. IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA AC13 AND/OR IAPMO EVALUATION CRITERIA 002-2001 FOR JOIST HANGERS AND SIMILAR DEVICES AND ICC AC 155 FOR HOLDOWNS AND TENSION TIES. BOLTS IN WOOD CONNECTORS SHALL CONFORM TO ASTM A-301, GRADE A STRUCTURAL WOOD SCREWS: WHERE SPECIFIED OR REQUIRED BY SPECIFIC HARDWARE, SCREW15 SHALL BE 'SDS' STRONG -DRIVE SCREWS MANUFACTURED BY SIMPSON STRONG -TIE AS SPECIFIED IN THEIR LATEST CATALOG AND ICC ESR-2236. SUBSTITUTION PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED WITH A CURRENT ICC ES REPORT TO THE STRUCTURAL ENGINEER FOR REVIEW AND WRITTEN APPROVAL IN ADDITION, SUBSTITUTIONS SHALL COMPLY WITH CURRENT ICC ACCEPTANCE CRITERIA AC233 (ALTERNATE DOWEL TYPE THREADED FASTENERS) WQUIREMENTS FOR FASTENERS IN TREATED MATERIAL: ALL HARDWARE AND FASTENERS IN PRESSURE TREATED MATERIAL SHALL BE SIMPSON G185 HDG (HOT DIPPED GALVANIZED) OR 5ST300 STAINLESS STEEL CONNECTORS OR EQUIVALENT. HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH G185 Z-MAX AND HDG CONNECTORS AND STAINLESS STEEL FASTENERS SHALL BE USED WITH 6ST300 CONNECTORS, DO NOT USE STAINLESS STEEL FASTENERS WITH G185 Z-MAX OR HDG CONNECTORS. ALL ANCHOR BOLTS, WASHERS, AND NUTS SHALL BE HOT DIPPED GALVANIZED. HOT DIPPED OR STAINLESS STEEL NAILS MUST BE USED WHEN FASTENING SHEATHING, STUDS, AND J015T INTO TREATED MUDSILL. HOT DIPPED GALVANIZED OR STAINLESS STEEL FASTERES SHALL BE USED WHEN FASTENING DECKING TO TREATED MEMBERS. INSPECTION: (IBC CH. I SECT. 110 1 CONSTRUCTION SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH CONSTRUCTION OR WORK SHALL REMAIN ACCESSIBLE AND EXPOSED FOR CONTINUING INSPECTION UNTIL APPROVED. THE OWNER OR CONTRACTOR SHALL NOTIFY THE BUILDING OFFICIAL TO MAKE THE INSPECTIONS SET FORTH IN SECTIONS 1103.1 THROUGH 1103.10. INSPECTION REQUESTS SHALL BE THE RESPONSIBILITY OF THE BUILDING PERMIT HOLDER WORK SHALL NOT PROCEED BEYOND THE POINT INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT 05TAINM THE APPROVAL OF THE BUILDING OFFICIAL. THE BUILDING OFFICIAL SHALL INDICATE ANY OF CONSTRUCTION THAT 15 SATISFACTORY AS COMPLETED, OR NOTIFY THE CONTRACTOR ANY PORTIONS THAT ARE NOT IN COMPLIANCE TO THIS CODE, ANY PORTIONS THAT DO NOT COMPLY SHALL BE CORRECTED BY THE CONTRACTOR AND SUCH PORTION(5) SHALL NOT BE COVERED OR CONCEALED UNTIL AUTHORIZED OR SIGNED OFF BY THE BUILDING OFFICIAL FOOTING SCHEDULE (1500 P5F BRGJ F'c = 2500 psi DIMENSION (INCHES) REINF. ALLOWABLE TYPE L' W' THK LONGIT. TRANSv. LOAD (KIPS) r ---- I 24' 24' 10' (3) -4 (3) "4 55 K L- F20' 1 0 24' DIA. 10, (2) "4 (2) •4 43 K ------ ' ' 36' 36' 10' (3) *4 (3) 04 12.4 K F3D1 ------i 42' 42' 12' (3) "4 (3) •4 165 K F3.51 ------- : 48' 48' 12' (3) 5 (3).5 21b K F4.01 r---- ----- I 60' 42' 12' (6) "5 (3) •4 23b K 35� L----F5 5FEAD FOOTING DETAIL =1 I NOTE: AREAS NOT HATCHED REQUIRES. MINIMUM SHEAR NAILING OR SOLE PLATE NAILING OR ANCHOR BOLT SPACING. SEE 'SHEAR WALL SCHEDULE NOTES' I TWIRU 9 (THIS SHEET) SOLE PLATE PER SCHEDULE UPPER FLR LEVEL THREE FLOOR BEAM PER PLAN BLOCKING REQUIRED AT ALL HORIZONTAL UNSUPPORTED PW EDGES - SIZE PER SCHEDULE PLAN MAIN FLR LEVEL TWO TRUSSES OR RAFTERS -,ABUTTING VERTICAL PW EDGE FRAMING - SIZE PER SCHEDULE HEADER PER PLAN PW SHEATHING -SEE SCHEDULE FOR NAILING IIAIXII BLOCKING ABUTTING VERTICAL PW EDGE FRAMING - SIZE PER SCHEDULE BLOCKING LOWER FLR LEVEL ONE I� TREATED SILL PL I I STRAP HOEDOWN B AT FOUNDATION 53 IV 4 A3.'S - EMBED 1' MIN. -SPACE PER SHEAR WALL SCHEDULE DOUBLE TOP PLATE - MIN. LAP SPLICE GIRDER TRUSS SHALL BE 1'-0' - NAIL W110d a 4' O.G. PER PLAN -SPECIAL SHEAR WALL PANELS SEE SCHEDULE FOR NAILING 2x BLOCKING (TYP.) AND HOLD= TYPES - SIMPSON Hl (TYPJ BOUNDARY EDGE FRAMING PER SCHEDULE ADDITIONAL STUDS BELOW GIRDER TRU55 PER PLAN 3/4' FLOOR SHTG. - MST STRAPS PER PLAN PANPAN __ E-d 3 NOTE: THIS ELEVATION DOES NOT REPRESENT A SPECIFIC SHEAR WALL TYPE OR LOCATION. REFER TO THIS DETAIL FOR VARYING SHEAR WALL CONDITIONS, I.E. SHEAR WALL CONNECTION FROM SECOND FLOOR TO MAIN FLOOR SEE TO SHEAR WALL SCHEDULE FOR SPECIFIC NAILING,14OLDOWN TYPES, AND FRAMNW SIZES. ELEVATION - THREE STORY FRAMING OR SHEAR WALL (HATCHED) (3) 2X BUILT-UP POST I I MIN. OR PER PLAN TJI OR MULTIPLE STUDS - SAUN JOIST MATCH ABOVE PLATE HT. - BUILT-UP POST MATCH ABOVE CASE I - BLKG. BELOW UPPER FLOOR 'L01431T.' REINF. 2X BUILT-UP POST 1RAN51.'I-Ell'SOLID POST PER PLAN REINF. Tm- MULTIPLE STUDS - TJI JOIST MATCH ABOVE MUDSILL e�STEM WALL CASE I - BLKG. BELOW LOWER FLOOR 3 DETAIL 3j4' FLOOR SHTG. g HD' BOLTED 14OLDOI.N AT FOUNDATION AS READ. PER PLAN I 1 M.1 53 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION rx 4x W/2 GL 3V2 GL 54 LVL 3/2 LVL MST21 ABOVE IBM, OR SIDE OF PLATE H25 142.5 PLATE HT. bx ---- (6) 1( d dx V/2 GL 31/2 GL 51/4 LVL 31,2 LVL IOd a 12' 10d 0 12, STAGGER 2X KING STUD STAGGER- 2X KING STUD PW FILLER TYR IYR (4) 2x CRIPPLES 2x CRIPPLES �. (2) 2x CRIPPLES (3) 2x CRIPPLES DROPPED BEAM FLUSH BEAMcrry o TUKWILA JUL 18 2010 U 0 a a o U} 119 O Zz m h! O lU 0 z WQ TI m rly ® It C V N ID 0, « 0 a U 4 2 U v 2X4 FLAT HORIZ BLOCKING AT ALL UNSUPPORTED PANEL EDGES END WALL BRACE: EDGE HAILING SPECIFIED 124'Xliya' LVL BLKG. a 4'-0' O.C. (2 BAYS) END WALL BRACE: WALL PER SHEAR WALL SCHEDULE I1/4'XIN' LVL BLKG. a 4'-0' O.C. ( 2 BAYS) JOINT 3Q' T4G Pll SNEATHII�s- NAIL FLOOR SHTG. TO BLKG. W/ Sd a 4' O.C. PANEL SOLE PLATE NAILING PER SHEAR SCHEDULE I EDGE NAILING - SEE GENERAL NOTES 2x8 TREATED SILL PLATE W/ Na' AB. 4 1/4' x 3'x3' GALV. WASHERS. . A3S (TYP.) SEE SHEAR WALL SCHEDULE (2) 04 TOP z E 9 PW FILLER ro A35 (TYP) w 1114, Tit JOISTS PW FILLER : �:'j fl-- PERPENDICULAR WALL ItYa' Tit JOISTS — 05 a 12' O.C. �y B 2x OR 3x TREATED SILL PLATE W/ $/VO AB:S a IV O.C. = 5je . A5. 4 1/4' x 3'x3' GALV. WASHERS. EMBED '1' MIN. SEE SWEAR WALL SCHEDULE s = WATERPROOF i IWO A.B.'S a 12' O.G. MEMBRANE EMBED 1' MIN. O d O O d 4' SLAB ON 0 4' SLAB ON `•, S a 10' O.G. GRADE IL a GRADE a - 2'-0' a I.C. -- - "4 a 10' e .I ,•, I'_m' COVER F es. DRAM RAN FABRIC (6) 04 CCNT. W/ CORNER BARS H' 'W' 'B''U*'T' I 'Asi' 492- 9'-01/2' 1 5'-9' 12' 12' 8' 1 5010, O.C. 1 56I2' O.C. DETAIL OPM AR Ub N FULL WT. BASEMENT WALL '� 0N1�A" P. ARNER 10/62 J SOLE PLATE NAILING PER SHEAR SCHEDULE SLAB ON GRADE — EDGE NAILING - SEE GENERAL NOTES 0/4 XI11g' LSL CONT. RIM NO PANEL JOINT ON RIM JOIST MATCH SHEAR WALL CONSTRUCTION OF WALL DIRECTLY ABOVE (I.E. SHTG., NAILING) "4 a 16' O.C. EACH WAY DOUBLE 2X (MIW BELOW SHEAR WALL EDGES 2x6 STUDWALL ABOVE AND BELOW (2) "4 TOP 'As2' *As? (2) 04 CONT. "4a12' 4' SLAB ON GRADE 4' FERF. DRAM COVER UV FILTER FABRIC (6) 04 CONT. W/ CORNER BARS---'- 89NILAR U JOWSWAL LL JOfSTB ON UtAi.L STEFFED BASEMENT WALL / CONTRACTOR NOTE: POST PER PLAN OPTIONAL CONSTRUCTION: SHORE POST AND BEAM ABOVE. PRIOR TO 4' BLAB ON POURING FOOTING GRADE sIMPSON CBS066-SD5 POST BASE PER PLAN FINISH GRADE ... ,12 4' FEI COVE FABR L' EACH WAY SEE FTG. SCHEDULE SEE SCHEDULE SECTION 12 1. = 13 SECTION (2) 04 CONT. 4' SLAB ON GRADE TOP OF TREATED SILL PLATE W/ 5ja' . A5, 4 1/4'x3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES "4TOP sE SLAB ON GRADE 4' TIGHT LINE s 4' ERF. DRAM COVER W/ FILTER FABRIC (2) "4 CONT. W/ CORNER BARS 2'-0' FOOTING 3 SECTION BOTTOM OF FOOTING BEYOND. TREATED SILL PLATE W/ %' . AB. 4 1/4' x 3'x3' GALV. WASHERS. SEE SHEAR WALL SCHEDULE PIPE PARALLEL TO WALL. ---- EDGE NAILING - SEE GENERAL NOTES 16, SECTION _ TREATED SILL PLATE W/ V . A.B. < 1/4' x 3'x3' GALV. WASHERS. O.G. STEP DOWN AT GARAGE SECTION TOP OF CONCRETE WALL GE4D ` (MINJ FOOTU-s I \ MIN. THICKNESS I (2) 04 BENT BARS - _ LAP W/ NORMAL REINR PLACE ALT. BARS AS SHOUR — A". ,{ SECTION PIPE SLEEVE NO PIPE THROUGH FOOTINGS PERMITTED p � 6 CONCRETE ALL SIDES OF PIPE. - NO EXCAVATION PERMITTED BELOW THIS LINE. STEP FOOTING AS REQUIRED. 1. THIS DETAIL SHOWS PERMISSIBLE LOCATION OF PIPES OR EXCAVATION. 2. FOR PIPES GREATER THAN 3'-0' BELOW FOOTING, BACKFILL TRENCH WITH STRUCTURAL BACKFILL. TYPICAL DETAIL OF PIPE AT CONCRETE FOOTINGS Q SECTION 40 T 14AL2CMER BARS. 40 BAR DIA. LAP TYP 20' MIN. ---\ SLAB -- --L 1---6' MAX (2) 04JJL 10' AND ABOVE. I' CLR TYPICAL REINFORCEMENT PLACING PLAN FOR CONCRETE WALLS \ — (2) 04 FOOTING REINF. 14 SECTION STEFFED FOOTING NOTES: 1. VERT. REINF SHOWN IS KNOT IN NPRO�PER LOCATI�� 2. CORNER BARS ARE SAME SIZE AND SPACING AS HORIZ REINIF. 3. WALL DETAILS SHOWN. FOOTING DETAILS SIM. 4. WALLS THIN t WED FOR T[J uave (x/ 7M, I I VN NOV 13 2019 QOJ City of Tukwila BUILDING DIVISION RECEIVED coNCRETE WALL REUW. CITY OF TUKWILA BASEMENT SLAB NOT SHOWN FOR CLARITY BEYOND JUL 18 2018 -- 12,Tyll--------�ERMITCENTER ----- -- STD. ACI HOOKS IL 3 0 It 13 Z L9 a) w 0 Q ID C IL m C a 0 N w V e � W �€ n W \ � /� V N m m Z oZ t a a ui co — 0 ui 4 �0 o Project # 13515 Sheet 'N' 'W' 'B'tFk'T' 'Asl' 'As2' 6'-8' to 9'-0/s' 12' 10' 8' �5010' D.C. 5aI2' O.C. 4'-'I' to 6'-'1' 3'-9' 12' 10' 8' "4a12' O.G. "4a16' O.G. 3'-8' to 4'-6' IZ' 10' 8' 401210 .C. "4a16' O.C. up to 3'-T' 2'-8' 12' I0' 8' "4a16' O.C. "4a16' O.C. 2x6 STUDWALL 34' T4G PW SHEATHING- I'/V LSL CONT. RIM TJI JOISTS J ad (2/29 BOX ONE EA. 51DE - 2X4 FLAT HORIZ. BLOCKING AT ALL UNSUPPORTED PANEL EDGES HEADER PER PLAN ---- � 2x6 STUDWALL --- --- SECTION SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES NO PANEL JOINT ON RIM JOIST EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE PANEL JOINT SEE SHEAR WALL SCHEDULE ON SHEET FRAMING PLANS FOR SPECIFIC NAILING 1. = MFRD.TRUSS ON ADJACENT BM. SIMPSON HW: W=55i3', 0=1114' TOP FLANGE HANGER - MFRD. TRUSS ONSET RIGHT OR LE4FIER HI BP 6X6 POST BEAM PER PLAN SIMPSON ECCQ66 END WALL BRACE: 134'XII'1' LYL BLKG. a S'-O' O.C. ( 2 BAYS) NAIL FLOOR SHTG. TO BLKG. W/ 8d a 4' O.C. NOTE: BLOCKING MAY BE ELIMINATED IF PERPENDICULAR WALL OCCURS WHERE BLOCKING IS REQUIRED. 3r4' TtG PW SHEATHING----� ---r_T A35 ---- -T7 - - - --- 7 II II � PW FILLER II II I II II I TJI JOISTS 11 II I PERPENDICULAR WALL / t� HEADER PER PLAN / 2 SECTION 2x6 STUDWALL 34' T$G PW SHEATHING - JOISTS a I6' O.G. Sd fp 6.O.C- SOLID _ J BLOCKING Ibd a 16, O.G. HEADER PER PLAN 2x6 STUDWALL� 2x6 5TUDWALL SOLE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE NAILING - SEE GENERAL NOTES 1'14' LSL CONT. RIM - NO PANEL JOINT ON RIM JOIST EDGE NAILING AS SPECIFIED PER SHEAR WALL SCHEDULE PANEL JOINT - 2X4 FLAT HORIZ, BLOCKING AT ALL UNSUPPORTED PANEL EDGES __..-..- SEE SHEAR WALL SCHEDULE ON SHEET FRAMING PLANS FOR SPECIFIC NAILING --- 2x6 STUDWALL MFRD.TRUSSES — SIMP60N HI EACH M55 HEADER PER PLAN 2xb STUDWALL 2x6 STUDWALL 3i4' T4G PW SHEATHING - HANGER PER TJI MFR. SOLE PLATE NAILING PER SHEAR WALL SCHEDULE — EDGE NAILING - SEE GENERAL NOTES TJI JOISTS 9 16' O.G. \� RIM BOARD SHEATHING PER PLAN- NAIL W/ 8d a 6' O.C. EDGES 4 8d a 12'O.C. INTERMEDIATE FRAMING MEMBERS SIMPSON RBC - SPACED AT b'-0' O.G. NOTE: DO NOT ATTACH TO BIRDS MOUTH BLOCKING —Ed a b' O.C. PROVIDE 2x SOLID BLOCKING AT 'RBC' LOCATIONS ONLY. EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON SHEET SI FOR SPECIFIC NAILING 3 SECTION 1' = I'-0' SOLE PLATE NAILING PER SHEAR WALL SCHEDULE Sd a b' O.C. EDGE NAILING - SEE GENERAL NOTES HANGER �- TRUSS MFR R SIMPSON HI EACH TRUSS ad a 6' O.C. 2x BLOCKING III I - 2X6 BLOCKING - NAIL TO HEADER PER PLAN ° - WALL PL. W/ 10d a 8' O.G. °1 III " I III x MFRD.MONO-TRUSSES 8d a 6' O.C. m m 1/16' (5' NAIL W/ 2x6 STUDWALL BEYOND CANTILEVER PER PLAN Sd ® 6OG. EDGES m d Sd o 12' O.C. FIELD I m )_LL � --- SEE SHEAR WALL SCHEDULE ON CORNER P05T CONNECTION V PLANS FOR SPECIFIC NAILING SECTION _ (j)�CTION SHEAR WALL SHEATHING PROVIDE 2X 50LID ELKS. (2) STUDS BELOW HOLDOWN (SHEAR WALL EDGES) ROLE PLATE NAILING PER SHEAR ROLE PLATE NAILING WALL SCHEDULE PANEL EDGE NAILING. ALSO NAIL TO TOP FLOOR PLATES SAME AS EDGE SHEATHING OF SHEARWALL NAILING 2X SOLID BLK MST31 ABOVE BELOWHOLDOWN AT FLOOR JOISTS RIM JOIST (2) STUDS MST STRAP JOISTS PER PLAN PLAN SHEAR WALL DETAIL W/ 51MF'SON M5T 5TRAfi HOLDOWN (PER PLAN) DOUBLE 2XBELOW SHEAR WALL BOUNDARIES C STNDI4 ON STEM WALL CORNER ORDOOR " OR WINDOW EDGE OF SHEARWAL SEE FLOOR PLANS I) NOTE: 2X6 a !6' O.G. W/ (2) STUDS a SHEAR WALL SHEAR WALL 1/16' ORB SHEATHING. NAIL SIZE AND SPACING PANEL EDGE NAIL SPACING EDGES. NAIL STUDS TO ADJACENT STUD W/ Imd a 12' O.C. SHEATHING SHALL MATCH SHEAR I WALL DIRECTLY ABOVE I PANEL EDGE NAILING. (2) STUDS HOLDOWN REQ'D BOTH ALSO NAIL TO TOP SEE 6/52 SIM EDGES OF SHEARWALL I PLATES SAME AS EDGE FOR FOUNDATION NAILING TO STUDS: O° SHEARWALL NAILING SOLE PLATE USE MAX. QUANTITY NAILING _ SPECIFIED PER STRAP SHEAR WALL SHEATHING. FLOOR — NAIL TO INTERMEDIATE HIND — i— — — — FRAMING 9 12' O.C. 2 2X LK ( PANEL EDGE NAILING BELOWiHOBLDGUN _ _ _ TO SILL PLATE RIM JOIST IIELIJ 9 U HOLDOWN IC.. TREATED 0 J SILL PLATE SECTION PONY WALL 'J' BOLT W/ x 3' x 3' WAS PANEL EDGE NAIL SPACING AT EACH ANCHOR BOLTS (TYP.) E DETAIL — 5TRAP HOLDOWN B r-r-m, 2x6 STUDWALL m i nt .� SECTION 1, _ 10' 14 NOSING BAR (TYP.) STEPS PER ARCH. DOWELS TO MATCH SIZE AND — SPACING 04 a 10' O.C. -'� SECTION 04 a 10' O.C. I' = 1'-0' EA WAY 14 DOWELS MATCH SIZE ANp SPACING OF ALL SLAB/STAIR 014 SECTION =,, m, — EDGE NAILING - SEE GENERAL NOTES PW - SEE SHEAR WALL SCHEDULE ON PLANS FOR SPECIFIC NAILING ad a 6' O.C. ROOF SHEATHING FRS OR 2x SOLID BLOCKING OR RIDGE BEAM AS REQUIRED TYPICAL NIP DETAIL ROOF ad a 6' OC. SHEATHING ROOF SHEATHINGt EXIEND TO COVER FRAMING BELOW OVERFRAMING. RAFTERS OR TRUSS 7 R5 OR TRUSS 2x CONTINUOUS ONNECT CONTINUOUS 2X VALLEY DETAIL THRUROOF SNEATHINGTO TRUSS/ RAFTER BELOW WITH (2)16d NAILS SECTION �( +4 NC DOWEL: MATCH SIZE $PAC SIMPSON HI EACH TRUSS MFRD.TRUSSES 0 0 0 0 SIMPSON CC66 BM. PER PLAN (SIMPSON ECC6b a SIMJ 6X6 $ SECTION -- 1' = I'-0' SECTION 12 1, )L. AY REVIEWED FOR CODE COMPLIANCE .APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 18 2018 PERMIT CENTER IL 7to (� ED N t0 o ; G 0 Q m 0! 0. 11111111kama 0 a z co Qua e Q Project # 13518 snget CONTRACTOR NOTE OSB EACH SIDE v 5b'-6' ALIGN WITH MST STRAP ABOVE sT yd�y 13 S3 F30 40 r-- y4`neY-------- - -----5�l -'a--- I rA ,Px I o 1 CONTRACTOR NOTE F30 056 EACH SIDE I 1 I 1 I I I 1 i I i I I ' I I I I I I I i 52 I I I ALIGN WITH MST STRAP ABOVE 13 .c_ 11111/A.111111I 4' CONCRETE SLAB ON 4' GRAVEL FILL OVER 9 IL _I_J I i COMPACTED EARTH - j SLOPE SLAB'1/4' PER FOOT S2 I I I I 1 I 1 I I I 11'-ID' I I i i 1 4 1 ;� IL I F5/35 I I CONTRACTOR NOTE OSB EACH SIDE 1 I I i I I I I I 14'-0' i ff �' SIM. --T 11+10-------------------- I \I I E I j S3 ALIGN WITH MST STRAP ABOVE �2X6 WALL 4' CONC. 0/ 6 MIL VAPOR BARRIER 0/ 4' GRANULAR FILL 52 I I ALIGN WITH MST STRAP ABOVE -- - - I _______ ___:j r-----J i � ' __ i -}� i------+ i O r - - - -- 4i -- - ------------ ' F4,0 ----- L-------- 30� 1 I I I I i I I I i 4' CONC. O/ I I 6 MIL VAPOR BARRIER O/ 4' GRANULAR FILL `2 I - = SIM. T I I 52 I I CONTRACTOR NOTE OSB EACH SIDE O I ---------1��---L I 'y+� I I i l',+� 1'-----------C�------ �i j 1------ _- L �° --------- --------------�_ ___._ — -- ---- S--------------------------- 52 +a I I I I I i I 14'-ID' I �3 L+ - - - - - - - - - - - - - - - jk ------------------------- GBSQbb j I `------12-- - -- - - - ------------------- --- ---6-------- - --- --'� 52 SIM. 6 (WALL P057 CONT. FROM STEM ' r- S3 - -----------I---- ONLY) S2 ------------------� WALL To ROOF BEAM I 14 53 2ID'-0' I3'-2' 404' A5 MENT FOUNDATION FLAN - LEVEL 01 GOJ3.IER DOOR EDGE OF OR WINDOW SHEAR WALL DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. PANEL EDGE NAIL SPACING rJi••EARWALL SGHEPULE (1)(2)(4) WALL TYPE (5) 5HTG. (3) EDGE NAILING LENGTH x GAGE) (6) A.B. SPACNG ABUTTING VERT. PW EDGES ABUTTING HORIL F'W EDGE5 (9) SOLE FL MUD SILL BOUNDARY FRAMING (VERT) HOLDCUN TYPES REMARKS ! DETAILS SHEAR (PLF) UPLIFT FORCE (l) pp 1/16' 058 EA. SIDE Sol e 4' O.G. (2�'X0.130 5�8 A.B. e 30' O.C. 3x6 3x6 3xb 2-2x6 HRQS 54 424 plf 4.9 k �81 2 116' 05B ad e 3' O.C. (2 y' X 0.1319 5/s' AB. a 30' O.G. 3x6 3x6 3x6 6X6 HHpOp N.1 54 401 pIf 925 k / \ 1A6' 058 O.G. (T y' X 0.131') A.B. a 30, O.C. 3x6 3x6 - 2x6 3-2x6 HDQ8 54 364 plf 6.1 k NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE T. IN SHkAK WALL OL.HrvuLc NV icy . 9M CONT. DOUBLE STUDS e SHEARWALL EDGES. NAIL STUDS TOGETHER IIDd a 12, O.G. SHEARDALL 5HEAT14NG CONT. FROM TOP PLATE OF WALL TO SILL PLATE HDQ HOLD DOWN Wl SIMPSON PAB PLATES SAME AS EDGE OF SHEARWALL NAILING V. 'X BOLT W/'/4'x Vx3' WASHERS AT EACH A B. (TYPJ -SIMPSON PA51 e HDQ8 SIMPSON PARS e HHDQII WALL TREATED SILL PLATES DETAIL - 51MPSON 'PIDOXX11 0 SILL PLATE FOUNDATION NOTES: 1. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED GLACIAL TILL OR STRUCTURAL FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL BEARING PRESSURES. 2. THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 3, BAC*ILL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND BASEMENT FLOOR SLAB ARE IN PLACE. 4. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY FROM THE FOUNDATION FOR RAIN OR RRIGATION WATER 5. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRUCTING THE FOUNDATION. 6, ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES SHALL BE RE -TREATED PER AWPAM4, 1. ALL FASTENERS t HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER ASTM A653). 20 2 8. PROVIDE %* DIA GALV. ANCHOR BOLTS EMBED T MIN. IN CONCRETE, PROVIDE'/4'X3'X3' Q, GALVANIZED WASHERS AT EACH ANCHOR BOLT. J. PROVIDE APPROPRIATE BLOCKOUT IN STEM WALLS OR FOOTINGS FOR PLUMBING t ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE WITH GENERAL CONTRACTOR 10, FOR TYPICAL PLACEMENT OF HORIZONTAL REIN. IN CONCRETE, SEE 14/52. II. FOR TYPICAL DETAIL FOR INSTALLATION OF PIPES NEAR FOOTINGS, SEE 8/62. 12. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY Or CONCRETE MIX 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION IF REQUESTED. LEGEND --Ia+ INDICATES 6X6, 4X4, OR (X) 2X BU. POSTS --- i ORIGINATING AT TH15 LEVEL AND SUPPORTING POINT LOADS FROM ABOVE. `- F3ID INDICATES SPREAD FOOTING PER PLAN AND REINF. PER SCHDULE. Q ��- INDICATES SHEAR WALLS WITH HOLDOUNS a OR FOUNDATION STRAPS PER PLAN. SEE m �QSt yd�� SHEAR WALL SCHEDULE AND ELEVATION. RETAINING WALL r i WALL STEP I iW _ w PER PLAN I I � I I WALL STEP FULL HEIGHT I WALL PER PER PLAN m z I PLAN ---- - O _________ _____ ___J REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION INDICATES BASEMENT WALL AND FOOTING PER PLAN V E m -- --- — — — INDICATES INTERIOR BEARING WALL FOOT S 6 m m- IDENTIFY LOT LINES, L1A € Lot lines shall be established on site and made visible g to verify distance of building setbacks the from lot tu lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify s lot lines. PLEASE NOTE: Setbacks) shall be calculated and measured from the buildings finish face or corner of W M the building nearest the property line and not o N necessarily measured from the exterior foundation. m F INSP (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnicai 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 Geotech 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 m inspection., nZ �I �- NEC 250.52 Grounding Electrodes n Q A concrete encased grounding electrode is c } o required in all new concrete footings. The electrode a{ shall consist of at least 20 feet of '/P or larger RECEIVED reinforcement bar or Bare copper conductor not CITY OF TUKWILA smaller than 4 AWG, and shall be located Project # .horizontally within that portion of a concrete JUL 18 2018 foundation or footing that is in direct contact with 13518 the earth & encased by at least 2" of concrete. PERMIT CENTER (NOTE: 20-foot rebar shall be one continuous Sheet piece tied alongside any vicinity footing rebar and pshali protrude 8" min. above top of foundation wall near location of power panel.) 9 58'-6' F1S 34' TJIG PW SEATHING - NAIL W/ 86 a 6' O.C. EDGES d Ed a 101 O.C. INTERMEDIATE FRAMING MEMBERS --) sp �sr„'j T SIM. pd) 6SIM.y +a 6 14� +a sz��ry4F `��'L 52�&�y0-LV� -a Q�1 g� I I D F 4F CONT TOR NOTE j 058 CH SIDE nysr Ilya'TJV230eI6'O.G I S2 53 @3 - - - - - ---� 2x6 U 4_Xi0_, 4F - i- ----_� --------- J-I e a� �'7 I r---- �----------- �_ �I oi4 I � I I dry+ +Ip � ....... Il 19 ��....(�I -a - 5ipXl6FLIlSH --�� I �G 5vaXloy GL BELOW -- _ -- -- -- -- -- 'i'a JI1I -� -i I� i I a 1 1 i 1 I �,' �I I 11 LI:=7 L`'',,'`}I51/4 IlyaF USN` 2 j I III I I i CBSQ66 I $2 53 x II 1 p rn l y Ilya' TJI/230 a 16, O.G. I 4' CONC. i I Nis,, m '� h I I i I 1 II I II I - 1 52 A I I m l410 It I -------------- 4 a LVL 3112 X 91i4 �� L 3�j llla till III i /// -I--- - - - -- --I� - -- - - - -- - ----- - _ -- -� -- ---------1---I----r- - - r 1 I1 T- ,., �, c. 0 `-" ------ - --' --------- 315 6 �rJa L� �y s SIM a 5 S3 53 anal t4UCQ612-Sd5 I I If S2 r - - -- - -- -- -- is 3' LT. WT CONC. TOPPING OVER 34' TdG PW OVER 2XI2 (RT.) o 16,'OL, - 14UCQ612-SDS $3 POST GONT. FROM STEM ------ --- WALL BELOW TO ROOF BEAM L 14 12'-0' 6,_6, S3 13'_0' V-0' 14'-0' 3'-0. CONTRACTOR NOTE 065 EACH SIDE MAIN FLOOR FRAMING FLAN - LEVEL *2- DO NOT SCALE DRAWINGS. VERIFY ALL DIMEN51ON5 WITH ARCHITECTURAL DRAWINGS. 5HEARWALL 5GNEDULE (1)(2)(4) WALL TYPE (5) 5HTG (3) EDGE NAILING LENGTH x GAGE) (6)AB. SPACING SOLE PLATE NAILING (GA) ABUTTING VERT, PW EDGES ABUTTING HORIL PW EDGES (9) SOLE PL MUD SILL BOUNDARY FRAMING (RAMIN HOLDOIN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORCE (1) DF 1/I6' 05B Sd ® (0' O.G. (2 Xz' X OBI-) Ibd e 12' O.G. (3 Yz' X 0.I35') 2x6 2x6 2x6 2-2x6 MST31 OR MSTC6683 C J 160 plf 1.1 k S3 53 (8) 4F 1/16, OSB ad a 6' O.C. (2 y' X 0131') ha' A5, a 36' OL. 16d a 8' O.G. (3 i�' X 0.135') 3x6 3x6 2x6 3x6 2-2x6 MST31 ABOVE STHDI4 BELOW C I3 S3 S3 192 If p ID k 5 11161055 EA SIDE ad e 4' O.G. (2 y' X 0.131') 16d a 3' OL. (3-Y. X 0.135') 3x6 3x6 3x6 - 2-2x6 M5TC40 EA SIDE 544 plf 6.0 k /� UI6' OSB Sd e 6' O.C. (2 4/2' X 0.131') VW Ad 123 ' OZ (31' X 0,1351) 2x6 2x6 2x6 2x6 2-2x6 MST31 ABOVE STHDI4 BELOW C 13 5-3 53 212 plF 32 k 6F 1116' 058 Sd a 6' O.C. (2 y' X 0.131'1 W AS. 9 36' O.C. l6d a 12, O.C. (3-Y' X 0.135') 3x6 3x6 2x6 3x6 2-2x6 5THD14RJ S S3 F212 plf 32 k NOTE: FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2. IN 'SHEAR WALL SCHEDULE NOTES'. FOUNDATION 8 MAIN FLOOR FRAMING NOTES: I. ALL FOOTINGS SHALL BEAR ON FIW UNDISTURBED GLACIAL TILL OR STRUCTURAL W FILL. SEE GENERAL NOTES FOR ASSUMED ALLOWABLE SOIL LATERAL OR VERTICAL U BEARING PRESSURES. 2. THE BOTTOM6 OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN, AND FREE Or LOOSE MATERIAL OR WATER WHEN CONCRETE 15 PLACED, OVER EXCAVATION SHALL h BE FILLED CONCRETE THE SAME STRENGTH AS FOOTINGS. 3. E ACKFILL SHALL NOT BE REPLACED AGAINST STEM WALLS UNTIL SUPPORTING WALLS W N AND FOOTINGS HAVE REACHED DESIGN STRENGTH. j i I tp 4. BACKFILL SHALL NOT BE REPLACED AGAINST BASEMENT WALLS UNTIL WALLS AND 0 v1 r FOOTINGS HAVE REACHED DESIGN STRENGTH AND MAIN FLOOR FRAMING AND Oi BASEMENT FLOOR SLAB ARE IN PLACE, 4) 5. FINISH GRADE AROUND THE PERIMETER OF THE STRUCTURE SHALL BE DRAINED AWAY J FROM THE FOUNDATION FOR RAIN OR IRRIGATION WATER Q 6. THE CONTRACTOR SHALL FOLLOW THE AVAILABLE GEO-TECH. REPORT FOR THE RECOMMENDED SITE PREPARATIONS BEFORE CONSTRICTING THE FOUNDATION. IQ 1. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN u, l• tJ APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, AND DRILLED HOLES $HALL BE RE -TREATED PER AWPAM4. J 0 \ 8. ALL FASTENERS d HARDWARE IN PRESSURE TREATED OR FIRE TREATED WOOD SHALL BE SIMPSON 'ZMAX' (GI85 HDG PER ASTM A653), Ij S. PROVIDE DOUBLE JOISTS OR BEAM (PER PLAN) BELOW SHEAR WALL PARALLEL TO TO JOISTS. NAIL WALL SOLE PLATE TO JOISTS OR BEAM PER SHEAR WALL SCHEDULE v1 4 t r OR NOTE 8. Or SHEAR WALL SCHEDULE NOTES. 10. PROVIDE fie' DIA GALV. ANCHOR BOLTS EMBED i' MIN. IN CONCRETE. PROVIDE I/4'X3'X3' GALVANIZED WASHERS AT EACH ANCHOR BOLT. 11. PROVIDE APPROPRIATE 13LOCKOUT IN STEM WALLS OR FOOTING5 FOR PLUMBING t ELECTRICAL STUB -OUTS PER ARCH. PLANS. COORDINATE WITH GENERAL rn CONTRACTOR V IL 12. PROVIDE CRAWL SPACE ACCESS PER IBC AND ARCHITECTURAL PLANS. :11 COORDINATE LOCATION IN SITE WITH CONTRACTOR 0 13, PROVIDE CRAWL SPACE VENTILATION PER IBC AND FOUNDATION PLANS. DO NOT J �' LOCATE VENTS WITHIN 8' OF HOLDOWN STRAPS OR 14OLDOIN BOLTS. MAINTAIN 3'-0' CLEAR FROM EACH CORNER 14. FOR TYPICAL PLACEMENT OF HORIZONTAL REINF. IN CONCRETE, SEE 10/62. Z f IS. FOR TYPICAL DETAIL FOR INSTALLATION O° PIPES NEAR FOOTINGS, SEE 8/52. to 16. CONTRACTOR SHALL HAVE AVAILABLE ON SITE A CONCRETE BATCH TICKET OR RECEIPT OF DELIVERY FOR MIX OF 3000 PSI OR GREATER FOR BUILDING INSPECTOR VERIFICATION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR J CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN i PERCENT 6 Z PER IRC TABLE 4022. SEE GENERAL NOTES IN SHEET 51 FOR ADDITIONAL 0 Q REQUIREMENTS. m at:N2 M. PROVIDE SQUASH BLOCKING BELOW ALL SOLID SAWN OR BUILT-UP 2X POSTS ALONG � x � C EXTERIOR OR INTERIOR STEM WALLS PER DETAIL 3/61. m C Q IL °� U DETAINING WALL LEGN[o) Q INDICATES SPREAD FOOTING PER PLAN a AND REINF. PER SCHDULE. INDICATES 6X6, 4X4, OR (X) 2X BAl. POSTS ORIGINATING AT THIS LEVEL AND 4W g SUPPORTING POINT LOADS FROM ABOVE.�� aor�wb' g� F30 INDICATES SHEAR WALLS WITH HOLDOWNS - OR FOUNDATION STRAPS PER PLAN. SEE S SHEAR WALL SCHEDULE AND ELEVATION. boa � ryo RETAINING WALL OINDICATES SPECIAL BEAM MARK NUMBER 22 PER PLAN AND STRUCTURAL 6XI0 CALCULATIONS. SEE WALL ELEVATION ON m -_}--m- 81 FOR FRAMING REQUIREMENTS. �. INDICATES WALL BELOW ! p € INDICATES ROUND OR SQUARE SPREAD`' w FOOTING PER PLAN AND SCHEDULE. ti n INDICATES %' T!G PLYWOOD - MAIL WITH 8d a 6' O.C. EDGES AND ° 8d a 10' D.C. AT INTERMEDIATE FRAMING MEMBERS x r� y Q U SHEAR WALL 5GNEDULE NOTES (MAIN FLOOR): 1, SHEAR WALLS NOTED IN SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTING HORIZONTAL AND VERTICAL EDGE FRAMING, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE SHALL MATCH THE EDGE FRAMING SPECIFIED AND BE SPACED AT 12' O.C. SHEAR NAILING APPLIES TO ALL VERTICAL AND HORIZONTAL ABUTTING SHTG. EDGES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED IN SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MINIMUM $HEAR PANELS WITH EDGE NAIL 51ZE MATCHING SPECIFIED NAILS IN SCHEDULE AND SPACED AT 6' O.G. FIELD NAIL SPACING SHALL BE IVOL. 3. SHEATHING SHALL BE 1116' 055 UNLESS SPECIFIED 15/32' SMCTURAL 01 IN SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR #2 UNLESS NOTED 'DP(DOUG FIR) IN SCHEDULE, FRAMING SHALL BE SPACED AT 16' O.G. 5. INTERIOR $HEAR WALL FRAMING SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM FIR rl SPACED AT 16' O.C. 6. EDGE FRAMING OR END OF SHEAR WALLS SHALL BE FRAMED WITH: (2) MINIMUM 2X6 (2X(o WALL$), (2) 2X4 (2X4 WALLS), OR SOLID SAWN POSTS AS NOTED IN THE SCHEDULE, T BLOCK ALL UNSUPPORTED HORIZONTAL SHEATHING EDGES WITH 2X6 OR 3X6 AS NOTED IN SCHEDULE. ALL VERTICAL ABUTTING SHEATHING EDGES SHALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR AS NOTED IN SCHEDULE. 8. SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS. SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE Ibd SPACED 12' O.0 (MAX. OR LESS AS SPECIFIED IN SCHEDULE) 9. MUD $ILLS SHALL BE 2X6 I-F 7 P.T. CONTINUOUS AROUND PERIMETER OF FOUNDATION WALL. 10. FOUNDATION ANCHOR SHALL BE %' DIA X 10' A.B. FOR 2X6 MUDSILL OR a/& DIA X 12' A.B. FOR 3X6 MUDSILLS. IF NOT SPECIFIED BY THE SHEAR WALL SCHEDULE, ANCHOR BOLTS SHALL BE SPACED NO MORE THAN 48' OL. ALL ANCHOR BOLTS SHALL BE EMBEDDED IN CONCRETE I'MIN. PROVIDE (2) MINIMUM A.5.'5 FOR EACH MUDSILL SECTION. 11. PROVIDE 3'X3'Xya GALV. WASHERS FOR EACH ANCHOR BOLT. THE CONTRACTOR MAY USE 3'X3'Xi'4 GALV. WASHER$ WITH DIAGONAL SLOTTED HOLES IF STANDARD CUT WASHERS ARE USED AND PLACED ABOVE THE SLOTTED PLATE WASHERS. INDICATES 3/a' MULTIPLE BUILT UP P05T a BEARING ON BEAM SUPPORTING POINT ry1 LOADS FROM ABOVE `nj> FLUSH BEAM REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION m � Z C 0 �La 'A Q Q Project # 13518 Sheet 61 m I 58'-6' T,3T 0 '4-yb ryyb ry}b ry,}b 4XIO l If $ �,y� 4XIO �3� 4XIO 01 I I I I I I I i I I I I i I 1 I I I I Iiiii 1 I I �I I I _ �Sj� 11 I I I I I i I I I6''IU1/2101016'IO.C,I----- I - -- -----I 1----- -- I F� i N 1 I I (I�4 I I/I I I I 4D I I I I ( I I II ( I LYE IizX J 2 6 w L I 7b I I I I I I I I 1 I I 1 I I I. I 1II I I III 'T 4XIO 1'_' '-_'-_1-' I _4x10 ITIr b 1 1 1 1 1 1 -I1 1 1 I I I +41 I I - 1 I.. 1 1 -::-1 1 _I I 1 of LVLI1xl6 FLUS4N I I �, o LVL 1X16 FLUS�I i _ _ _I v X111 I I I I I I I I I I I I I I L III J I I Ib' JIf210 10 Ib' O.C.i I I 2 in 53 L_511/4411'% 11 4XIO I I ^I n 4 -i.--J 'h 4 _ .� 4 -- - - 4 - - 1 D.S. ---- ----- 4 MSTCl. 6B3 S3 1 S3 1 1 fit II I I 116- 1 /110 ® 161 O.C. Ii I I I I I IQ r 0 LIL------ _L_ J L----- i I) O�IX12 I r 0 VL3i�Xb r�-- -�----�--i--L-- -_-- -- - - I I - I �NQ LINE B-12 l� I I 'TJI1IO® LlO II IIII la I ti+b I III _I O.H, I TYP. 5 53 �a I IV-0- 6'-6' >1 13'-0' 1 8'-0. 1 14'-O' i Y-0' UPPER FLOOR FRAMING PLAN 6 LEVEL #3 DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 5HEARWALL 5CHEDUL (1)(2)(4) WALL WALL TYPE(LENGTH (5) SHTG. (3) EDGE NAILING x GAGE) (b) SOLE PL NAILING ABUTTING VERT. PW EDGES ABUTTING HOR17 PW EDGES (8) `ALE PL BOUNDARY FRAMING (VERT.) HOLDOWN TYPES REMARKS / DETAILS SHEAR (PLF) UPLIFT FORCE 1/16' OSB 8d ® 6' O.C. !2 -,�' X 0.1317 V d ® 12' OG. (3 y' X 0.135) 2* 2x6 2* 1-1x6 MST31 OR MSTC6653 G J 3 53 131 pir 1.1 k (1) VI6' OSB Sd e 4' O.C. (2- , X 0.1311) Ibd ® 6' O.G. (3 y' X 0.1357 2x6 2x6 2x6 2-2x6 MST31 OR MSTC6653 G J 259 plf 1.1 k S3 S3 A1lI6' 065 8d a 6' O.C. (2y' X0.1317 16d a 16' O.G. lay' X0.1357 2x6 2x6 2x6 2-2x6 NONE 223 pif OD k NOTE; FOR ALL OTHER EXTERIOR WALLS NOT SPECIFIED IN SCHEDULE ABOVE, SEE NOTE 2. IN 'SHEAR WALL SCHEDULE NOTES'. N 11 & 1 &X12 D.S. 5 SIN. SHEAR WALL 5CHEDULE NOTE5 (UPPER FLOOR): 1. SHEAR WALLS NOTED IN SCHEDULE ARE WALLS WITH ADDITIONAL EDGE NAILING, ABUTTING HORIZONTAL AND VERTICAL EDGE FRAMING, AND ANCHOR BOLT SPACING. FIELD NAIL SIZE SHALL MATCH THE EDGE FRAMING SPECIFIED AND BE SPACED AT 12' O.G. SHEAR NAILING APPLIES TO ALL VERTICAL AND HORIZONTAL ABUTTING SHTG. EDGES, DOUBLE TOP PLATES, AND SOLE PLATES. 2. ALL EXTERIOR WALLS NOT SPECIFIED IN SHEAR WALL SCHEDULE, SHALL BE DESIGNATED AS MINIMUM SHEAR PANELS WITH EDGE NAIL SIZE MATCHING SPECIFIED NAILS IN SCHEDULE AND SPACED AT b' OD. FIELD NAIL SPACING SHALL BE 12, O.C. 3. SHEATHING SHALL BE 1A6' OSB UNLESS SPECIFIED 15/32' STRUCTURAL M IN SCHEDULE. 4. EXTERIOR SHEAR WALL FRAMING SHALL BE 2X6 HEM FIR +2 UNLESS NOTED 'DF' (DOW FIR) IN SCHEDULE. FRAMING SHALL BE SPACED AT IVO.C. 5. INTERIOR SHEAR WALL FRAMING SHALL BE 2X4 (OR 2X6 PER SCHEDULE) HEM FIR 2 SPACED AT IVO.C, 6. EDGE FRAMING OR END OF SNEAR:WALL$ SHALL BE FRAMED WITH: (2) MINIMUM 2X6 OX6 WALLS), (2) 2X4 (2X4 WALLS), OR SOLID SAWN POSTS AS NOTED IN THE SCHEDULE. 1. BLOCK ALL UNSUPPORTED HORIZONTAL SHEATHING EDGES WITH 2X6 OR 3Xb AS NOTED IN SCHEDULE. ALL VERTICAL ABUTTING SHEATHNG EDGES SHALL BE 2X6 FOR EXTERIOR WALLS OR 2X4 FOR INTERIOR WALLS OR AS NOTED IN SCHEDULE. 8. SOLE PLATE SHALL BE 2X6 FOR EXTERIOR WALLS. SOLE PLATE SHALL BE 2X4 OR 2X6 FOR INTERIOR WALLS. SOLE PLATE NAILING SHALL BE 16d SPACED 12` O.0 (MAX. OR LESS AS SPECIFIED IN SCHEDULE) I a in 9 m FLOOR FRAMING NOTES: I. ALL EXTERIOR HEADERS SHALL BE 6XIO DM UNLESS NOTED OTHERWISE ON PLAN. ALL INTERIOR HEADERS SHALL BE 4XIO DM UNLESS NOTED OTHERWISE. 2. ALL EXTERIOR WALL STUDS SHALL BE 2X6 HEM -FIR 2 SPACED AT 16' O.C. UNLESS NOTED OTHERWISE ON PLAN. ALL INTERIOR WALL STUDS SHALL BE 2X4 HEM FIR 2 SPACED AT IV O.G. UNLESS NOTED OTHERWISE. 3. FOR TYPICAL WALL FRAMING OR SHEAR WALL FRAMING SEE ELEVATION ON SHEET St 4. PROVIDE SOLID BLOCKING BELOW BEARING WALL OR SHEAR WALL PERPENDICULAR TO JOISTS. NAIL SOLE WALL 50LE PLATE TO BLOCKING PER SHEAR WALL SCHEDULE OR NOTE 8. OR SHEAR WALL SCHEDULE NOTES. 5. PROVIDE DOUBLE JOISTS OR BEAM (PER PLAN) BELOW SHEAR WALL PARALLEL TO TO JOISTS. NAIL WALL SOLE PLATE TO JOISTS OR BEAM PER SHEAR WALL SCHEDULE OR NOTE 10. OF SHEAR WALL SCHEDULE NOTES. 6. PROVIDE JOIST BRIDGING PER JOIST MFR'S RECOMMENDATIONS, 1. PROVIDE SOLID 2X OR L L RIM JOIST AT EXTERIOR WALL PER DETAIL AND PLAN. NAIL WALL SOLE PLATE TO RIM WITH PER SHEAR WALL SCHEDULE OR NOTE 10. OF SHEAR WALL SCHEDULE NOTES, B. FOR JOIST CONNECTION TO FLUSH OR UPSET BEAM ON ONE OR TWO SIDES, SEE DETAIL U 1/51 0 S. FOR SOLID POST OR BUILT UP 2X POST BEARING ON EXTERIOR OR INTERIOR WALL, (L SEE DETAIL 3/51. 10, Il. NAIL JOISTS TO BEARING WALL TOP PLATES OR TOP OF BEAM WITH (2)10d TOE NAIL EACH SIDE. 1Z PROVIDE WEB STIFFENERS AT'[* JOIST BEARING PER I'WS RECOMMENDATIONS. 13 NOTCHING IN 'I' JOISTS NOT PERMITTED WITHOUT MFR'S APPROVAL 14, ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH AN � APPROVED PRESERVATIVE. ANY FIELD CUTS, NOTCHES, OR DRILLED HOLES SHALL IL BE RE -TREATED WITH AWPAM4. 7 0 15. ALL FASTENERS a HARDWARE IN PRESBlRE TREATED WOOD OR FIRE -RETARDANT It WOOD SHALL BE 'ZMAXYGI85 HDG PER ASTM A653). 19 Z Lt W LEGEND a 0 Q +b INDICATES 6X6, 4X4, OR (X) 2X B.U. POSTS @ X+x b ORIGINATING AT THIS LEVEL AND a SUPPORTING POINT LOADS FROM ABOVE. 2 a INDICATES 6X6, 4X4, OR (X) 2X B.U. POSTS hI� b+b ORIGINATING AT LOWER LEVEL AND BM. PER PLAN SUPPORTING POINT LOADS FROM THIS LEVEL AND ABOVE. INDICATES SPECIAL POST/BEAM CAP PER �Yl PLAN OR GENERAL NOTES. FLUSH BEAM -+-- INDICATES TOP OF BEAM AND JOIST FLUSH. ; o 4 y0 INDICATES MANUFACTURED 1' JOISTS OR ly��6ys pew `� SAWN JOIST SUPPORTED BY FACE 0 Q4 MOUNTED SIMPSON HANGER INDICATES SHEAR WALLS THIS LEVEL. SEE �5 5 Tat SHEAR WALL SCHEDULE AND ELEVATION. INDICATES WALL STRAPS PER SHEAR WALL r ^ m SCHEDULE AND PLAN, 2V INDICATES SPECIAL BEAM MARK NUMBER ((yy' m T Y2 PER PLAN AND STRUCTURAL CALCULATIONS. SEE WALL ELEVATION ON Sl FOR FRAMING REQUIREMENTS. I o E Z E INDICATES WALL BELOW "` ¢ UI a u � - - INDICATES WALL AT THIS LEVEL. �e m U m� e Xm o� INDICATES 3/d T4G PLYWOOD - u NAIL WITH 8d ® 6' O.C. EDGES AND 8d ® 10' O.C. AT INTERIEDIATE FRAMING MEMBERS INDICATES %' MULTIPLE BUILT UP POST BEARING ON BEAM SUPPORTING POINT LOADS FROM ABOVE -41 r �� FLUSH BEAM REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION m � 9 ui a CITY OF TUKWILA Project # JUL 18 2018 13518 PERMIT CENTER Sheet PROVIDE MINIMUM 22' X 30' AT'NC ACCESS 3 INSULATE AND WEATHER STRIP 53 a D.5. - a ?., ---_---- ---- - --- I i --- J �-- --- U 4x6 --- 111 I --- -- --- --- 4 --r- 1 - --r-- I- - �M�ry 4x8 4x8 - --- --- --- n--�+- - I - --- ---�- I- -�j 11 -- (--r Ij I�J ,ry -- �- 4x8 i -_- -- I - �r__l -- Iil �3�ry ------ _� I I - - -'t- -- IU1 m a r D.S. I-- 0 ---1 I ID i 'I t I lj I I I I I I l i l I I I III III) 1 1 L -III-J L I- i f I B:12/ flt 1 i'I I I I I I I I I i I L I____i_J FI ___ I_ xl 1 i A I L i---------i I j i 1 vll I -i111 - JII I I II 1 1 I ° 1 1 L___1__� J \Q _ 63 I I { I Lr 11 V II II I it ��--yl ( I If I I t I I I 1 I 11--t1----i--' 1- ---- --��t -� y 5:12 j r I I 11 J i 111 I1 1�II1I I I ( 1I II$jII7--'-'t-- I 1 i' C� i L--J 1 .7-- 7 IIIFFr-J " I I IIII 3 I C-.I. �� sJ--- ----------__T --\QI Ili I I 1 1 i t RIDE LINE 12 11 f L---- I---- --- -- i i v MI � III I I I I I I 1 i i i 1 1 'v3 i 53 ° - i 1 I I I (II I I I I I \Q F� H — \v�� �� �\� I I y�� II --� -r_4 - I--- IllQ 410 -- 1--- I _4x8_I -- I 1 � I i OILVL 3�iKilip - I -� `�lry+� �jj 1 1 - --- -- J._--- 'I---- -- 11 I 1 -i I I di I I I 1 4x8 I 1 I l 0- i ----- _ I D.. ------- ----- —i -- -------- ------ LINE OF LOWER ROOF D.S. io 53 83 53 LINE OF LOWER ROOF 8'-0. 10'-0. 6'-0' 6'-0' 8'-0. 14'.0' 6' 1'-0. ROOF FRAMING FLAB DO NOT SCALE DRAWINGS, VERIFY ALL DIMEN51ON5 WITH ARCHITECTURAL DRAWINGS. -�-c .r :���o �u. ♦�r LINE OF LOWER 0 LINE OF LOWER ROOF ROOF FRAMING NOTES: I. ALL EXTERIOR HEADERS SHALL BE 6X& DFn UNLESS NOTED OTHERWISE CN PLAN. ALL INTERIOR HEADERS SHALL BE 4XIO DM UNLESS NOTED OTHERWISE CN PLAN. z 2, SEE GENERAL NOTES AND TRUSS NOTES BELOW FOR TRJ58 DESIGN SPECIFICATIONS. ALL SAWN 3. ROOF JOISTS SHALL BE HIM OR BETTER AND SPACED AT 24' O.C. UNLESS Q NOTED OTHERWISE. 4. PRE-MFRD, TJl JOISTS SHALL BE OF THE SIZE AND SERIES SPECIFIED ON THE PLAN. vJ Q VERIFY MFRD, PLACEMENT PLAN WITH STR IJCTURAL. NOTIFY THIS OFFICE OF ANY W I (9 CONFLICTS IN LAYOUT BEFORE INSTALLATION00 S. PROVIDE ROOF VENTILATION PER CURRENT IRC OR IBC. SEE ARCHITECTURAL PLANS FOR SPECIFIC REQUIREMENTS. 6. PROVIDE ATTIC ACCESS PANEL PER CURRENT IRC, IBC, AND ARCHITECTURAL PLANS FOR SPECIFIC REQUIREMENTS. Q WOOD TRUSSES (IBC 2303.4) SHALL BE: Cj W � J I. DESIGNED PER IBC 2303.4.1.1 TO CARRY LOADS LISTED IN THE DESIGN CRITERION U W AND ANY ADDITIONAL POINT LOADS, UNIFORM LOADS, OR DRAG STRUT FORCES NOTED ON FRAMING PLANS. O (� V 2. NON -ATTIC STORAGE TRUSSES SHALL BE DESIGNED WITH A LIVE LOAD OF 20 PSF IL z LOCATED IN THE PLANE OF THE TRUSS. THE MAXIMUM STORAGE SPACE ABOVE THE Q .L BOTTOM CHORD SHALL BE LESS THAN 42' HIGH AND 24' WIDE. tvA! 4 r t 3. ATTIC TRUSSES SHALL BE DESIGNED FOR FLOOR LOADS LISTED IN THE DESIGN CRITERION AND LOCATED IN AREAS NOTED ON THE FRAMING PLANS. 4. TRUSS DESIGN DRAWINGS AND DOCUMENT SUBMITTAL (2303.4.IJ) SHALL INCLUDE STRESS ANALYSIS AND PICTORIAL DEPICTION OF EACH TRUSS TYPE FOR THE PROJECT AND INCLUDING A TRUSS PLACEMENT DIAGRAM (2303.422 TRIM INSTALLATION DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A LICENSED ENGINEER IN THE STATE OF WASHW-TCN. APPROVED TRUSS DOCUMENTS SHALL Q REMAIN CN THE JOB SITE FOR INSPECTION = S. ALTERATIONS (2303.45), TRUSS MEMBERS SHALL NOT BE NOTCHED, DRILLED, a it SPLICED, OR OTHERWISE ALTERED IN ANY WAY WITHOUT WRITTEN APPROVAL OF THE TRUSS DESIGNER ALTERATIONS RESULTING IN THE ADDITION OF LOADS TO ANY MEMBER (EG. HVAC EQUIPMENT, PIPING, ETC.) SHALL NOT BE PERMITTED WITHOUT APPROVAL OF TRUSS DESIGNER 6. M 1 SPECIFICATIONS: THE DESIGN, MANUFACTURE, FABRICATION, AND QUALITY (g Q ASSURANCE OF METAL -PLATE -CONNECTED WOOD TRUSSES SHALL BE IN INI. ACCORDANCE WITH 1P( I. T. TRUSSES SHALL BE BRACED TO MANUFACTURE'S SPECIFICATIONS.LL 0 -- 8. UNLESS NOTED OT14ERW15E ON PLANS, ALL TRUSSES SHALL HAVE SIMPSON H-I CLIPS AT EXTERIOR BEARING WALLS. AT GABLE END TRUSSES, PROVIDE SIMPSON A35 AT O 24' Q.G. 0 w, z a � o S. PROVIDE STC CLIPS AT ALL T RJSSES OVER NON -BEARING WALLS. m :� = C C C (L U 5 LEGEND N 4W NDICATES 6X6, 4X4, OR (X) 2X BUU. POSTS �bts r�46 ORIGINATING AT LOWER LEVEL AND O 446 0 BM, PER PLAN SUPPORTING POINT LOADS FROM THIS LEVEL AND ABOVE. DICATES SPECIAL P05T/BEAM GAP PER PLAN OR GENERAL NOTES. -'- INDICATES SPECIAL BEAM MARK NUMBER 0 m rn 0� X 6XI0 PER PLAN AND STRUCTURAL CALCULATIONS. SEE WALL ELEVATION CN --_ -- 51 FOR FRAMING REQUIREMENTS. ` $ NDICATES WALL BELOW Ii, E FLUSH BEAM -'o___---.-{NDICATES TOP OF BEAM AND J016T FLUSH. Mr nr "ilr "i��S'AIN DICATES MANUFACTURED TRUSSES OR �m J015T SUPPORTED FACE BY W MOUNTED SIMPSON HANGER n X .n INDICATES 3V O5B SHEATHING - u NAIL WITH Sd ® 6' O.C. EDGES AND Ed a 12' O.G. AT INTERMEDIATE FRAMING MEMBERS(TYPJ REVIEWED FOR CODE COMPLIANCE APPROVED NOV 13 2019 City of Tukwila BUILDING DIVISION m RECEIVED45 a a CITY OF TUKWILA JUL 18 2018 w N e w 0 PERMIT CENTER > o CONTRACTOR NOTE: REFER TO TRUSS MANUFACTURER DUJG. FOR TRUSS LAYOUT AND TYPES. USE THIS DRAWING FOR LOCATION OF 6PECIAL SEAM SIZES, GIRDER TRUSS AND BUILT-UP POST LOCATIONS. 2 Project # : 13518 Sheet EXIST. CB RIM=101.51' BTM EL= F6.51' IE (W) cici.511 5" GONG. PIPE IN (6" PVG)= tl-Loot (FELD VERIFY) CB T-2 RIM=101.36' IE(E)=97.94' 8"CONC IE(N & S)=97.32' 12"CONC ASPHALT DRIVEWAY IN ROW EXISTING CONIC APRON 14LF 6" PVC g 2% SLOPE EXISTING 5/4" WATER METER TO BE REPLACED WITH I' COPPER FIROPEIRTY IS SUBJECT TO HOLD HARMLESS SENSITIVE AREA AC1REEMENT, KC RECORDINC/ 120120-13100150 CUT 4 FILL QUANTITY OF CUT. 500 CU Yr) QUANTIFY OF FILL (12u TOP SOIL). 141 CLI YD 7 I - -0 Ld CI) Ca if) o 0 a) :Lfl z EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYLINK STANDARDS 77a, EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER PSE STANDARDS SMH RIM-118.68' rE(E)=108.48' 12"- IE(NE)=108.51' 6" PVC 1E(S)=111.26' 12" 1:7RA I \A SCALE : I = 10-0" SOT: 98.00' 20" M TB 011111110 CB -OF (TYPE I) 54"x50" R1M=cf5.50" IE= c15.50' IE (IN)= IE (OUT)= 17.55' (FEILD VERIF'r) 15 LF2" PVC (SCH 40) PUMP DISCHARGE PIPE TO: 9&.001 °04124" 90.00' CB T-1 RIM-116.25 1E(E)=112.25 12"CONC IE(SW)-112.45' 12"CONC C.ONTROL FLA\ Ii SOT: 95.001 N 10 LF 4" DIA. PVC SOH. 40 g 2% SLOPE CONTINUOUS 4" TRENCH DRAIN PROPOSED RESIDENCE OV'D F'ATI ULTRABLOCK WALL 0424" 10' UT' PER PLA T‘r ESM'T, 5 142NE7 ST 0 1 20 NC N 89'04'2 „77-- CE3-05 (TYPE 11-48" CS) WET WELL FOR COLLECTION OF DRYWELL OVERFLOW $ PUMP HOUSING (2) PUMPS WITH ON/OFF ACTUATOR RIM ELEV. = +/- BOT ELEV. = 55.00' +/- PIPE IN (4" PVC, DR'T'WELL OVERFLObN) lE= °r1.00' 2" HDPE PIPE (OUT) 1E= 94.00' (FIELD VERIFY) (SEE SHEET C1.5 FOR PUMP INFO) 40 50 4" DIA. PERFORATED FOOTING DRAIN LINE TOP: 95.50' SOT: 92.30' 4" DIA. PVC. 40 g 2% SL PE PVC 5 LF 4" DIA. PVC SCH. 40 @ 2% SLOPE CB-02 (TYPE I) 34"x30" RIM=c15.00" 15TM= oI0.00' IE IN (4" PVC ROOF DRAINS) = ci3.50' IE IN (4" TRENCH DRAIN) = (14.00' IE (OUT)= ci2.50' (FEILD VERIFY) Ic -00 N 0 RETAINING WALL PER DETAIL I/C1.2 (T(P.) 22 LF 4" DIA. PVC SCH. 40 g 296 SLOPE CONSTRUCT ELECT. LINE FOR PUMP IN GE3#2 (1)161-0" DIAMETER x 5'-O" DEEP DRY WELL E3TM g 53.00' SEE DETAILS ON SHEET G1.2 CONNECT OVERFLOW TO CB-05 TO: 96.30' SOT: 94.00' EMERGENCY BACKUP GENERATOR (SEE ADDITIONAL INFORMATION UNDER PUMP NOTES ON SHEET CI.2) 4" DIA. PERFORATED PVC FOOTING DRAIN LINE 4" DIA. SOLID PVC .NROOF DRAIN LINE EXISTING 4" PVC SEWER DOWNSPOUT A/ GLEAN OUT (TYP.) - , PROVIDE S LF 4" DIA SOLID PVC SCH-40 FROM FOOTING DRAINS TO DRYWELL PROVIDE 61-0" DIA. x 7'-O" DEEP DRY WELL FOR FOUNDATION DRAIN. FILL DR -r' WELL "/ 11/2" WASHED ROCK. TOP OF DR'( WELL TO BE I'-0" BELOW FINISH GRADE. 15' SEWER ESM'T, REC. NO. 20120523000551 PER FLAT 429.08' ‘(429.11' PLAT) EXISTING 6" PVC SEWER VICINITY MAP SITE U FARGEL NUME3ER 3565q00765 SITE ADDRESS 14120 STTH AVE 5 TUKWILA, WA. ci5168 9. LEAL1:7E5CARIFTION HILLMANS SEATTLE GARDEN TRS LOT I OF TUKWILA SP L0c4-065 REC., 20120q2-7GT00005 SD SP BEING LOTS I $ 2 OF BLK a OF SD PLAT PLAT BLOCK: 5 PLAT LOT: 1-2 LOT C.,OV RAaE LOT AREA: 1,100 SF IMPERVIOUS AREA: MAIN ROOF AREA: 2,255 5F GOVI7) ENTRY AREA: 15 SF c,ov't PATIO AREA: IS SF TOTAL: 2,415 SF PERVIOUS PAVING AREA: DRIVEWAY: 1,12'7 5F WALK: 286 SF TOTAL: 1,415 SF TOTAL LOT COVERAGE: = 5,Sci 1 SF % OF LOT AREA: =50.55% inspector,, RECE1V D mAY CornmCnity Development DRYWELL SIZE GALGULATIONS BUILDING IMPERVIOUS AREA= 5,354 SF DRIVEWAY AREA=1,127 5F TOTAL AREA=4,481 SF DRYWELL SIZE REQUIRED: 320 GU -FT PER 1,000 SF IMPERVIOUS AREA OR 1,434 CF TOT AL (FOR 4,481 SF) ACTUAL: 16.0'clia X 0.0' DEEP=1,605.50 CF PER DRY WELL 1,434.00/1,605.50=0.5c1 DRYWELLS REQUIRED PROVIDE (I) 16.0'clia X 5.0' DEEP DRY WELL SAZEI DESIGN GROUP, LLC CO C\I C\J C71 CN uJ F- rs- c0c° CS) CO CO C\I LL CI0 Ct LU 0 0 IJ Z 03 Oa S W Ce -1 5 CO a - Revisions A, CITY CORRECTIONS 9/8/2018 &CITY CORREClIONS 2/1/2019 S REVISION ACLIENT 9/27/2021 REVISION ACLIENT 4/10/2022 REVISION ACLIENT 4/26/2022 Drawn Checked DIV Date Mil 11, 2/740 Sheet C 10 1 Scale Job 111.101.47 lo 4 RECOMMENDED GONSTR'UGTION SEOUENGE A DETAILED CONSTRUCTION SEQUENCE IS NEEDED TO ENSURE THAT EROSION AND SEDIMENT CONTROL MEASURES ARE APPLIED AT THE APPROPRIATE TIMES. A RECOMMENDED CONSTRUCTION SEQUENCE IS PROVIDED BELOW: I . HOLD THE PRE -CONSTRUCTION MEETING IF REQUIRED. 2. POST SIGN WITH NAME AND PHONE NUMBER OF TESL SUPERVISOR. (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN AS REQUIRED). 5. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL GATGH BASIN PROTECTION IF AND WHERE REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCES. 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH, BARRIER ETC.). 7. CONSTRUCT SEDIMENT POND AND TRAPS IF REQUIRED. 8. GRADE AND STABILIZE CONSTRUCTION ROADS. Q. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR, DIKES, PIPE, SLOPE, DRAINS ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTRY STANDARDS AND MANUFACTURES RECOMMENDATIONS. II. RELOCATE EROSION CONTROL MEASURE OR INSTALL NEW MEASURES SO THAT A5 SITE CONDITIONS CHANGE EROSION AND SEDIMENT CONTROL 15 ALWAYS IN ACCORDANCE WITH KING COUNTRY EROSION AND SEDIMENTATION CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THEN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE NET SEASON WITH STRAW, WOOD, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 13. STABILIZE ALL AREAS WITHIN SEVEN DAYS OR REACHING GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN WORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THIS PROJECT STABILIZE DISTURBED AREAS AND REMOVE BMP'S IS APPROPRIATE. 16. FOLLOW 2016 KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM) FOR ALL STANDARDS & INSTALLATION OF DRAINAGE STRUCTURES. STORsI DRAIN \OTES: I. CONTROL THE HOUSE, CONCRETE PATIOS AND THE DRIVEWAY IMPERVIOUS SURFACES. 2. EXISTING UTILITIES ARE NOT SURVEYED AND NOT SHOWN ON THIS PLAN. CONTRACTOR IS RESPONSIBLE TO DETERMINE ALL UTILITY VERTICAL AND HORIZONTAL LOCATION PRIOR TO COMMENCING WORK ALWAYS CALL BEFORE YOU DIG I-500-424-5555 3. MINIMUM SLOPE FOR 4" DIA. ROOF AND FOOTING DRAIN LINES SHALL BE 2.0096 4. PROVIDE SAND COLLAR ON PVC PIPE AT CONNECTION TO CATCH BASINS. 5. ALL PVC SHALL BE SCHEDULE 40 INCLUDING PERFORATED FOOTING DRAINS. 6. ALL STORM DRAIN LINES UNDER RETAINING WALLS OR STRUCTURE SHALL SE DUCTILE IRON PIPE EXTENDING TO CATCH BASINS ON EACH SIDE. TYPE I GATG anal. 5ASIN NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-475 (AASHO M-IQQ) ABD IN ACCORDANCE WITH KING COUNTRY SURFACE WATER MANUAL REQUIREMENTS. 2. ALL REINFORCED CAST IN PLACE CONCRETE SHALL BE CLASS 4000 3. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS AND SHALL HAVE A WALL THICKNESS OR 2" MIN. ALL PIPES SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS, UNUSED KNOCKOUTS SHALL BE FULLY GROUTED. 4. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL NOT EXCEED 5'-0" 5. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-62ID. MATING SURFACES SG SHALL BE FINISHED TO ASSURE NON - ROCKING FIT WITH ANY COVER POSITION. 6. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF THE CATCH BASIN WALL. U V F NO T= S : I. THE PUMP SYSTEM IN GB#3 WILL HAVE DUPLEX MEYERS MESOS-53 (SEE SHEET C 1.5) OR EQUAL SUBMERSIBLE PUMPS, CAPABLE OF PUMPING 50 GPM AT 40.0' (TOTAL DYNAMIC HEAD) 2. THE PUMP WILL BE CONTROLLED BY PRESSURE SWITCHES AND HAVE A GATE VALVE TO CONTROL THE D I SCHARGE TO 4.5 GPM. 5. THE OUTLET PIPE WILL BE A 2 INCH DIAMETER (HOPE) PIPE TO THE NEW GB-01 ( INSIDE PROPERTY) AT 57TH AVE S. 4. THE PUMP INVERT WILL BE AT 53.00' AND THE OUTLET IN THE CATCH BASIN (CB-01) WILL BE g7.35' +/ PROVIDING A STATIC HEAD OF 47,0 FOOT PLUS I FOOT FOR FRICTION L055, PROVIDE A TOTAL DYNAMIC HEAD OF 48.00 5. DUPLEX CONTROLS WILL BE INSTALLED TO ALLOW BOTH PUMPS TO OPERATE IF THE WATER RISES ABOVE THE ALARM LEVEL. (PUMP G5-03 DETAIL ON SHEET G1.2 FOR ELEVATIONS, ETC.) 6. A NATURAL GAS POWERED EMERGENCY GENERATOR WILL BE INSTALLED BY THE CONTRACTOR TO OPERATE THE PUMPS AS PART OF THIS PROJECT , AND AS SYSTEM REQUIREMENTS. 7 PUMP SHALL HAVE DUAL ALTERNATING PUMPS WITH EMERGENCY ONSITE BACK UP POWER SUPPLY (NATURAL GAS) AND EXTERNAL ALARM SYSTEM FOR SYSTEM FAILURES. 8. IT 15 THE 50LE RESPONSIBILITY OF THE HOMEOWNER IF THE FLOOD OR SEWER BACKUP OCCURS DUE TO THE FAILURE OF THE PUMP SYSTEM. IT IS THE SOLE RESPONSIBILITY OF THE HOMEOWNER TO PROVIDE AN ADEQUATE AND FUNCTIONAL BACKUP SYSTEM FOR THE PUMP IN THE EVENT OF A POWER FAILURE. PUMPS SHALL BE REGULARLY INSPECTED, MAINTAINED, OR REPLACED AS NEEDED TO ENSURE SYSTEM 15 FULLY FUNCTIONAL AT ALL TIMES. a a 6" PERVIOUS GONG. SLAB O DRivEWAY 2" F- a W -J X FREE DRAIN FSACKFItt--- • IZONTAL Av VERTICAL FILL W/ 12" WIDE GRANULAR DRAIN ROCK 6EHIND WALL WATERPROOF 4 PROTECTION BOARD 2-I/2" WEEP HOLES O 24' O.C. T 4" DIA. PERF. FOOTING* _ DRAIN TYP. TIGHTLINE TO STORM SYSTEM (TYP.) TI4HTLINE TO STORM SYSTEM (TYP.) I II 3/ 3" TOE RETAINING WALL DIMENSION 4 REBAR SCHEDULE MAX. WALL HT. (FT) MAX. FILL HT. (FT) WALL THICKNESS (IN) FOOTING WIDTH (IN) FOOTING TOE FIG- DEPTH WALL REPAIR (VERTICAL) WALL REBAR (I-lORIZ) HOOK LENC,TH INTO FTC, FTG DOWEL SPLICE FTC REBAR TRANSVERSE FTC REBAR LONITUDINAL HT- 13F T W TOE D AV AN L J AT AF UP TO 31-6" 3, -0 8" 2'-9" I'-4" 10" "4416" OG. "4616" O.G. 12" 24' '4612" O.G. (3)-'4 31-1" TO 5'-0" 4'-6" 8" 31-4' I'-9" 10" "4612" O.G. "4612' D.G. 12" 24" •4012' O.G. (4)-"4 6'-0" 5'-6" 8" 3'-6" I'-9" 10" '4410" O.C. '4612" O.G. 12" 24" '4612" O.G. (4)-1.4 l0-0" 6'-6" 8" 3'-9" 2'-0" 10" '448" O.G. '4410" O.G. 18" 30" "4610" O.C. (4)-'4 8'-O" i'-6,, 8" 4'-0" 2'-4" 10" 5012" O.G. 5012" O.C. 18" 36" '4010" O.G. (5)-04 9'-0" el-6" 8" 41-3" 21-6" 10" 5610" O.C. 5612" O.C. 18" 36" '4610" OC. (5)-"4 10'-0" 9'-b" 8" 5'-3" 2'-9" 12" 56811 O.G. 5012" O.G. 18" 36" '408" O.C. (S)-'4 11'-0" 101-6" 8" 5'-6" 3'-0" 14" SOS" O.C. 5612" O.G. 24" 42" 5612" O.G. (5)-5 121-0" 111-6" 10" 5'-9" 3'-4'1 14" 566" O.G. 5612" O.C. 24" 42" 5410" O.C. (5)-5 SITE RET)4ININCp WALL 3/8" = I'-0" Ll'JGICIN5 LID MARKI9 BRAIN' RIM • 96.00' PIELD VERJrY I ADJJST AS REOO IB LP 3' HOPE PUMP O15G&A1 TO G301 IE •94.00, eAGKr_01, PREVENTOR SATE VALVE ON EL. 9D.00J' •91\4' PVC (9LM. 40) ORTIYELL OV 'FLOP • eOTfOM EL. 69AO 46" O A TYPE II GATGH DASIN (GD-OD) NOT TO IP PUMP GB-O3 DETAIL (CATCH BASIN w3) AFTER POST INSTALLATION GROUT FILL THE SPACE WITH 800 PSI NON -SHRINKABLE NON METALLIC 100/ FLOWABLE GROUT 3/4" CHAMFER FIN. GRADE OR SLAB 3" DIA. (INSIDE DIA. ID) ASTM-453 x 9" TALL EMBEDDED Y2" DOWN FROM • TOP OF WALL 4 48" O.C. MAX. ,} 2" CLR 041e4912" O.C. HORIZ. "5'eci3" c.c. vERT.., NOTE: FOR BALANCE OF RETAINING WALL INFORMATION SEE RETAINING{ WALL DTI_ THIS SHEET 200 Lf3S POINT LOAD if L 8" WALL 2" DIA (OUTSIDE DIA. OD) A5TM-A53 ® 4'-011 O.G. AS PEDESTRIAN FENCE POST )4" RECESS f4) 04x2'-O" LONG WELDED TO PIPE (SOCKET/ EMBED) GRADE 40 BARS (WELDABLE) (4) '3 REBAR HAIRPINS (2) EA. SIDE OF PIPE SOCKET/EMBED 4' 6" 0.C. FIGURE C.2.2.0 TYPICAL DRYWELL INFILTRATION SYSTEM House Roof Downspout House 12" Roof Downspout .6(2) RAILING, CONN. AT SITE i�ETAININGF WALLS I I/2" I'-0" o' -Roof Downspout -Overflow "-Splash Block flow Fine Mesh Screen Catch Basin (Yard Drain) DRY WELL PLAN VIEW NTS Topsoil II) \l li,;l'i 11 0 48 inch Diameter Hole Filled with 11/2 - 3" Washed Drain Rock Catch Basin (Yard Drain) in. - Min. 4" dia. PVC Pipe Sides of Hole - Lined with Filter Fabric DRY WELL SECTION NTS 0 FR ,o (9H Mark Center of Hole with 1" Capped PVC or Other means Flush with Surface in. 48 Inch Diameter Hole Filled with 11/2 - 3" Washed Drain Rock Varies Min. 1' above Seasonal High Groundwater Table f DRIVEWAY APPROACH 1. SAWGUT AND TACK ROAD TO DRIV JOINT. AY APPROACH 2. DRIVEWAY APPROACH TO BE 6' HMA GLASS Y2" PG 64-22 ASPHALT IN 2" LLFTS. 3. HOT MIX ASPHALT OR CONCRETE TO BE PLACED OVER COMPACTED SUBGRADE AND 4" OF GSTG COMPACTED TO FE%. 4. APPROACH SLOPE AND EDGE RADIUS TO BE DETERMINED BY THE ENGINEER. SEE DESIGN STANDARD 5, TABLE 2 FOR LANDING. MAXIMUM GRADE BEYOND LANDING IS 15%. DRIVEWAY APPROACH SHALL NOT CONTAIN REINFORCING STEEL. 4" GSTG COMPACTED SUBGRADE ExISTING ASPHALT STREET --- SAWGUT EDGE S. HMA, SEE NOTE 2 VARIES ROW SECTION A -A C SAZEI DESIGN GROUP, LLC 0 cc N N N N J W cc co C) co co N X W 0 w 0 z ^-^J 0 LL' z 0 LLJ 0 Z 0 0 a Q Revisions ACITY CORRECTIONS 9/8/2018 ACITY 2/1 /2019RECT10NS CLIENT REVISION 9/27/2021 4/10/2022 SION CLIENT REVISION 4/26/2022 ilk Drawn Checked Date M' IQ 200 Sheet C1.2 Scale Job ♦ I FJ P I \FOR AIQ HD Fowler Company Submittal - MYMES100M22 80165 Myers eff(ue,l pumps are designed for use in Applications that require handling solids of Less than 1 Durable cast iron construction and high performing flow rates ,lake Myers effluent pumps a great locution for on -site septic systems that mono grey 'water. Me-s 6tso offers high heac effluent or,rriorsih P pomp;, designed Inn nl S to •r)rtic av>:eris that regl.ue higher t cad and flow. 1/3, 4/10,1/2 & 3/4 HP PERFORMANCE 0AP4rI TY IN 1'TF9S 'FF M1ri31 ITF 151 22r 302 1, 1-1/2 & 2 HP PERFORMANCE r4^4fito IN I ITFPS P=R kI N11Tr .54 0 75 151 227 303 H. S40NT 1/3 HP a 55OW 112 MP d. MEOSP50/ MCOS►50►e1/2 PP J. ME7M 1/3 HP E.Ii103P 1/514P 2e FM&4IC NP D. ME404/10 HP H. Mf40Cl411IHP U145 1n HP 1. 407 1/2 rIP 4. MESP05UH 1/2 HP 5150141(7 HP M sc001/2 HP . ME75 3/4 HP MEW 1/2 MP 550 1; 2 HP P51 a P52 1n HP 20 40 40 a0 100 C AV1CI Y IN 0PI1JN17 PER MINI TE 24 e HD Fowler Company Submittal - MYMES100M22 80165 56 MES NES NES MIS NES N ES NES PSS P100 PBO/PI00 PBO/P1 011 P50/PI00 P60/P100 2NFL LIPS MML LIES 2NFL L/FL 2NFL 7IFLL a'iFL 21[FL 2NFL L'IFL 2NFL LiFL LIFL }BE J-BE J-BE J-BE MO NO 4 SRAM SRM4 ERM4 SRM4 MOM SRM4 5RM4 SRM4 SRN/ MSP40 PISMO NSP40 HMS NSP40 Ptl40 MS1250 MEMO NSPSO PISMO MSPSO PISMO MSPSO teSPSO f' Pql, ciao. ME51 t'VM2 2i3 v00,1617M::io 14E510DM3 20 ME5I,70MJ I'f0 MESt130M4 20 IA E„fi/JM� 3�3 MES I t0M5 20 1...L511.4IM'2 ,IU PSIS I�a0L P1020 'N-i 41-OF° 2N=L51-8EP•30 C1 7v 2N -L51 `'1 1 ?FP. 2N=1.52.12E-01 'L72 `/0 UI 2N=uo2 12E ;V.isl '401' J` 2N"L52-20C-01 V -,72.70E-ICI 7N=1,102-20E-01 :'1=3.1;7 2Ut J10268E UI li5"17Rfpl JI0356E 11:3iPt 11Mnft1121 SR M4P- I -1t1 SR N V, SRMOPC I PC-2 M 20 t) UF° t'341 IF. MSP4IOA 1073 1. 1 toll 1 r 'l 1-1SP40M 1 I0 M5P4DM220 u0P2 I.A itSPVIA 170 M °010i0A2 ID M5PSLW2 20 ? MSP 55OM 1 10 U2,l- !1I ce 445P5f3M / 20 232140102 23:I,C1Ct.3 28216C10S 23321,C`TOO 20216E106 23216L10), 2S216C106 2171 xl I(ry 25245E015 702830711 203450001 2;2:4)GG17 25345C002 27458Ftot 2i23af0r51 24734E011 2„1,rr01 26236E013 'ru:`3a ECO3 24134F 04 1 26236C061 23,17CG00 23211E001 2321I'[COO 28211E083 97 1 of 1m1 28217E004 /I, Y1110013 28217E006 4,11) 4/10 4 11 4/t0 1 13 4110 90 95, 90 V0 3e A MESPDI00e 1 PP a -(ROOM 7 HP C. 5e150111-1/2 HP a ME1S01-1/2 HP E. MEI00I HP F. ME51 DC 1 HP G. P102 1 IP 20 40 40 00 100 120 1 I-1(T 53 2" 1,n 1-124' 2' 25 I 1` 256 2" r'S I J 25 2" 23 ::' (Opt CI 24 7"10re3'1 29 IOpf 3-1 73 2"10pt3'1 'Ts) '11s f"1 29 i > (Opt 31 /3 28 ('I 23 (2" ICTD1 3'I 3I F r, C:1P4C111' IN ii4LLC/V5 ✓C F' MfNUTE. 3/4' {/4' 3/4' de4' 3/4' 2` 75 _/S 115 7o 43G 730 22 f' 115 2 )a 115 1tf. 115 115 115 230 115 I'1 0 5.0 rl; 2.8 FC i8 I„ 6,0 Fr 5.E1 13' 5.P 9,8 1'+ 11 li 0 30 20' 20' 20- I(' /1' A • 2L` 3E" IC' '( IC' 10 ,6 20' 1D '0 ,D 20' 10' 3 32 2a 0 74 a 20 n 14 -o N M 1, M u N y' M fir N v M M 17 M M M M N N N M M Pi PT PT v PT v Pv PS PO a L1 PU `1.) N M M pn 1'D PO an N M 11 HD Fowler Company Submittal - MYMES100M22 80165 High Head Submersible Pump with Inlet Designed for Better Solids Handling • CarboniCe"amic type 21 mechanical seal.. • Oil -filled motor wit' automatic reset thermal overload for maximum protection (single abase models( • Capacitor start for increased starting torque (single phase models). H► MaoN+wm Galway Maximum Steil -eft Need Mac. - lids Handling Full Loa▪ d Amps Phase Cord Length SwOuh Options Impeller Material Netter, Material Volute Material Warrants Years Effluent ST.E.P. Pumps 84 6PM %U 11 353 LPSI 508 rim Single Three Tt S d0 rz ''1 5 v 1 •1 I- I&M 'te)-'-,edV,0T x Homer. fbe,r,o/ta,l.e :ast iron :AS/ Ir;,n 3 • Single -vane, enclosed Impeder promaes sleep, nor-averluldinc performance curve for pres.ure cltec'ror and ST E,° syaom:., out ler'orms 11001 pulop5 n 115 C ass. • COJble tandem oral conhgurotcn for c.lra motor protcc:,on, sigh ellluent pumping aprlicatoos • I 'iah-torque, permanent split caaac,tar [POCI. smglc-phase rnctors, no starling swrches o• relays:o wear sot HP '/1.0 • Maximum Capacity Malimum Slut-eP Head D�harge Solids Handling 1/ellaga FuU Load Amps Phase Cord Length Snitch Option Impeller Material Cr re Fleming Materiel Volute Material Warranty Veers 18 60GPM 7, r. 't55230 M Store IM anudtl veal Iron 3 227 LPN .fy„ 38"rim ,r, m HD Fowler Company Submittal - SJ1221 87320 4 C OF"A41'Y L rugs P'th MIN41 E III '5i 7Cl 71,7 I07 `tr0n 1' MODEL 122 Control Panel Single phase, duplex alternating pump control with override. The. Model 122 control panel is designed to alternately control two 120, 208, or 240 VAC single phase pumps in water and sewage installations. The controller is provided with a pump selector switch that can be set to alternate the pumps to equal- iz eortofirstwith the ize wear call eitherpumpto activate h .nth .r pump to activate in lagcondition. If an alarm occurs, p { the alarm activates the audible -visual system. The alarm conditions include: high water, float out -of -sequence, pump fail -to -run, seal failure (optional). Common applications include: lift stations, pump chambers, and irrigation systems. PANEL COMPONENTS 1. Enclosure measures 12x10x6 inches (30.48x24.4x15.24) NEMA 4X (ultraviolet stabilized thermoplastic, padlockable with integral mounting flanges, drip shield, (2) heavy duty cover latches, and stainless steel turn set sinew; for outdoor or indoor use), Note: added options may change enclosure size and enclosure features. 2. Magnetic Motor Contactors control pumps by switching electrical lines 3. Circuit Breakers (optional) provide pump disconnect and branch circuit protection. 4. Ground Lugs 6, Duplex Controller provides pump control, alternation and alarm, elevated in the enclosure for easy access and field wiring a. HOA switches for manual control Hand/Off/Automatic b. Control Power ON/OFF switch c. Power ON green LED indicator d. Float status red LED indicators e. Float push -to -test buttons t. Pump selector switch: Alt, 1-lead 2-lag, 2-lead 1 lag g. Auxiliary alarm contacts Form-C h. Terminal block: incoming power i. Terminal block: float switches I. Option: adjustable seal failure circuits and red LED indicators (must select option 5E when ordering) NOTE: Schematic Diagram is located inside the panel on enclosure cover. STANDARD ALARM PACKAGE 6. Red Alarm Be Seen provides 360' visual check of alarm condition. 7. Alarm Horn provides audible alarm warning (33 to 85 decibel rating). 8. Exterior Alarm Test/Normal/Silence Switch allows horn and light to be tested and horn to be silenced in an alarm condition. Narm automatically resets once alarm condition is cleared unless the controller is programmed to manual alarm reset. NOTE: other options available. FEATURES • • • • • • • • Touch safe circuit board housing and low voltage 12 VDC float circuits Alarm (field programmable to flash) Alarm automatic reset (field programmable to manual alarm reset) Float out -of -sequence detection Pump fail -to -run detection (field programmable to deactivate) Controller protected by four auto resettable fuses, no fuse replacement Three second lag pump delay time, prevents simultaneous pump start up Standard package includes three 20' control switches or EZconne'xx float system Five-year limited warranty. Calomel Frei as nepies Ire Waves &SNMS Cher ale l*reitseve earn • SEE REVERSE SIDE FOR ORDERING INFORMATION. SEE PRICE BOOK FOR UST PRICE Modal Shown COOS 1227W114X6A10098 LIMO SJE RHOMBUS. 1 888-DIAL-SJE • 1-218 F34/ 12117 1 218-847-41317 Fax email. customer.servicePspinc.com www.sjerhombus.com B.39 HD Fowler Company Submittal - MYMES100M22 80165 ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME ME NE NE Mt ME NE ME ME NE ME ME ME ME ME NES NES NES MES MES NES NEE PIES MES MES MES MES MIS MIS MES MES ME75S-21 ML NE75S'23 ML7"U 41 ME75S-53 Mt It113-ll MEtEO -2- ME1(02-OIl MC 1 COS -23 MF1fPS.i,1 MEt(05.53 ME I`'('1S 0 ME 1505-2 03 ME1005-23 ME 1'IIO-4,1 ME1505-53 MEi3C-Li MESGD 21 ML 1CL 3-3 MES00.23 M Eli E -,•.) ME580- 53 MEO/C Cl MC756-21 MF /' F t') ME750.23 MF 1' LC) ME750-53 ME1333G-CI ME11-00.21 HE OK, G.. MEIT30.23 ME1 C00.53 ME'125G 41 ME1500-21 MEI E017<23 Mt- I `00o: 4,5 ME1500.53 MEO5001 2i1 ME>5841 30 MF-r5ll4, ."I MEi50A2 30 1/72511°I / MES5OM1 3C MC0SC1I<C MC 5.LIM2 30 Mr ;S n N } : - MES50M3 3C M E;40v; t" ME550M4 3f ML:C1" 1. ME358M53C MEi 3.183121 ME 5 I o0A2 30 253253E22 253253E24 ;51;S1r2S 253253[26 253250C28 "<532153E30 1 a'3r;i` :53253E32 253260T0o ,:eIn ill 113 a53260C11 :J317--iC1 253263E13 r516DQ0 25326r0t16 ,53;0 lr1-° 253263E18 ,lush lrin 253260C20 .5J.G,1(2` 2502631712 :5326312) 2532613C24 2532613E24 2532260E28 .Sl,till, 253263030 253263E32 28210 f00 2821613001 :8716E803 ;ill 16510 28216DC05 :H716710, i82160JCUr ;II'1;,3r CD 28216000e 2821'630 10 2011A0f11 c82 to it 12 282160(12 .8`Ic,J 0a 282169101 HD Fowler Company Submittal - SJ1221 87320 122 ALARM PACKAGE 0 = select options or no alarm package 1 = alarm package (includes test/no mat/silence switch ENCLOSURE RATING I = Indoor, NEMA 1 (metal) W = Weatherproof, NEMA 4X (engneered thermoplastic) STARTING DEVICE = magnetic motor contactor 120/208/240V 9 = magnetic motor contactor 120V only PUMP FULL LOAD AMPS 0 = 0.7 FLA 1 = 7.15 FLA 2 = 15-20 FLA = 20-30 FLA PUMP DISCONNECTS 0 = no pump disconnect 4 = circuit breaker 120V (select STARTING DEVICE option 9 above) 120/208/240V (select STARTING DEVICE option 1 above) FLOAT SWITCH APPLICATION H 41r L = pump down a pump up (select 17 option) EZconnex' float switch system (select 34 a 35 option) X = no floats 2' 3' 163 6J 63 63 63 use, red light, 8 horn) OPTIONS Listed below 314- 5"7b eta 230 700 230 ahL` 575 ill 230 ?toll 730 hfr 575 20 230 230 r.C*0 575 200 230 21/1 230 kaCl 575 230 2(in Z30 ahi7 575 200 cs0 20D 730 575 20D 230 rue 230 212/ 2251 700/230 115 )'0/.'37 21/8/132 238/230 460 575 13 75 4'2 2 47 80 32 1 4 t 14.5 'I 1 71 o 14,5 71 71 31 16 16 12 3 3 20' 2( M M M Al M M 6A1913 LNCLUSUI-2E tIPSIZL If you selected one or more o` the * options eat CODE DESCRIPTION 1A Red beacon only / no audio (must select °O' for atarrn package) 1C Horn only /no visual [must select '0' for atar,n package) 3A Alarm flasher (,factory programmed) 39 Manual alarm reset (factory prngrnmrnerl) 4A Redundant off (select Option 40 rf floats nx.,xted) 413 Red redundant off indicator 8 alarm (most serest Optan 4A also} 4D Redundant off float ("lust select 44 opbnn) (select 17 option) 5A Thermal cutout seat sensor auto reset (Tor punms w/thermal switch leads) SE Seal failuie Lir curt €, red indicator (2 wire) BA Auxiliary alarm contact Form C (included as stardom) 15A Elapsed time meter RC Event (cycle) coulter 9_A Pump overload specify amperage after ',umber N followed by letter "A' Example E112A - 12 amp pump n25FLA 2533ftA 10F Lockable latch NEMA 4% (ux;l„okd as stcrlvard) TIFF Lockable latch - NE MA 1 lUF L nyhlrnrg arrestor (59ect pump c 'camps eukal lOK Anti condensation heater 11C NEMA 1 alarm panel 110 NEMA 4X :rialto panel * 149 Main disconnect (rotary style, isounteei through door, noon, (used, padlockable in the OFF -positron, door Interlock in the ON position) (-ors; sPlea r,+rcuit b>eakrr) #R a ?UEFA A (total of both pumps) # 2U-03 FLA (total at both pemps1 B.40 U - U El C2 CODE DESCRIPTION 1C,A 11/ cord in lieu of 2U' (per float) lilt) 15' cord in lieu of 20' ((et Thu t) 115C 3U' cord in lea o' 21' (per stoat) dl 4O' cord in lieu of 20' (per !too() sensor Float'! internally weighted ♦ (pro float) 71) Sensor Float', externally weighted ♦ (1»'' ,((end 17E Se i sin Float' Mkni! pipe clamp ♦ Frei (Ina 1} T Sensor Float' Mini externally weighted ♦ (per (lao/I G 1.JF MilliAogiMaster"',' pipe clamp • (e' (lout) i S1E MilliArrpMaster'/ externally weighted • (pen Pout) Seism Float'! pipe clamp ♦ (pot (load 19H Lead lag selector switch (+ncprdeci as sta -dcud) Fourth float to separate alarm lulclion fr am lad 101 TOA (Test/Off/Automatic) switches and pomp run lights through door mounted 111U HOA (Hand1Off/Automatic) switches and pump run lights through door mounted 1OX Door mounted pump non indicator 34D L7comex' 4-Port 25', w,hli Hmats (3) (pile clamp. sealing plug * 34E I Zcomex' 4 Port 51i, w,lil- floats ('3`3 !pipe clomp, sealing plug * 34G E./connex' 4-Port 25', w,/2 t' floats (311pine clamp. sealing plug * 341-I LZcomex' 4-Port SO', w 2U' rIodamp,ats (3),IxJxy sealing plug * L Zcomex' 4-Port, 25', wilt` floats (4) ;pipe clamp* LZcomcx 4rPoil, All', w,llr floats (4) /lap; damp* EZcemex' 4-Fort 21,, w,'21J' floats (4) /rape damp* -Zcomex` 4 Port SO', wOO' Moats (4) (pipe clamp * • Mi'chanlcaliy activated ♦ Mercury activated * F7connex° mechanically-ix;tovated, narrow angri° float switches with quick reir'a:a nn 55 RECE EC) I DESIGN GROUP, LLC 0TH AVE. N. CO O CO CD • co cc, 0 co 0) z —J 0 Co N N 'cr N N J w f— N- CPO co 6) CO co LC) N d" X LL DRAINAGE Revisions Is 9/8/2018 ECTIONS A CITY 2% /2019RECTIONS CLIENT REVISION 9/27/2021 CLIENT REVISION 4/10/2022 CLIENT REVISION 4 26 2022 Drawn Checked MP Date Nilg III, WO Sheet CL3 Scale Job Jr.".. S ANDARE7 CONS -RUC ON NO -r- ENERAL I. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-017° AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. S. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (I WORKING DAY) IN ADVANCE BY CALLING 206-433-017°1. 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 PERMITS) 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. . ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQU IRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWI LA. 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. S. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10 CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. II. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD Ig88. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD Ici2ci. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. Gam' AD I NG AND ER' OS I ON CONTROL NOTES I. 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 AND INSTALL CONSTRUCTION ENTRANCE. 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 15 ESTABLISHED. 5. FROM MAY' I 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 I 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: • PROTECT STOCKPILES AND STEEP GUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL D I STURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER I THROUGH APRIL 30). MULCH ALL SEEDED AREAS. UTILITY NOTES I. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, GABLE, FIBER OPTICS, AND TELEPHONE LINES S IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. SAN I TARRY SEY1ER NOTES I. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2.THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED I -FOOT SHALL BE FAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE IND!GATED IN BLACK PAINT. 3.INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER LINE. Y'ORK I N RI Gf-fT-OF-,/SAY I. WHEN ACTIVITY 15 UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT-OF-WAY IS RESTORED. TMC II.O8.17O.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMC 11.08.180 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.08.220.0 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8.COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.08.210 . INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT 15 BLOCKED. TMG 11.08.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE. TMG 11.08.220 II. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. FAVEMET RESTORATION I. COMPACT BAGKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BAGKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. a.EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 5 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS b. FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. 3. PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY A5 POSSIBLE STORM DRA I NAGS NOTES I. 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 WASTEA AND EITHER @DRAINS TO STREAMSA, @DRAINS TO WETLANDS', OR @DRAINS TO GROUNDWATERA, AS APPL I CABLE. 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. 4.51NGLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON THE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2AX4A STAKE, BURIED 4-FEET AND LABELED @STORM' OR ©DRAINA. WATER SUPPLY NOTES I. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, GLEANED, OR REPAIRED WATER MAINS. 4.INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. S. INSTALL FIRE HYDRANT ASSEMBLY SO i T STANDS PLUMB AND 50 THAT THE LOWEST OUTLET IS AT ISA ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST SSA AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. T. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY'. IF THE INSTALLER 15 DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. B.INSTALL WATER MAINS CROSSING SEWER LINES 30 THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST I INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT 15 ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. R. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST I8 INCHES ABOVE THE TOP OF A SEWER. TE 'I'FORARY EROSION AND 5E7 I MENTAT ION GONTR'OL ice'EOUIRE 4E ITS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) FACILITIES TO PROTECT RIGHT OF WAY, PUBLIC STORM DRAINS,ADJACENT PROPERTIES, AND WATER COURSES (IF ANY) ARE REQUIRED FOR ANY AND ALL WORK INVOLVING EARTH DISTURBANCES. THE FOLLOWING 15 A RECOMMENDED MINIMUM SET OF REQUIREMENTS FOR ALL GRADING/DRAINAGE ACTIVITIES. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES (TESG)(INCLUDING BUT NOT LIMITED TO TEMPORARY CONSTRUCTION ENTRANCE, CATCH BASIN PROTECTION, SILT FENCE INSTALLATION, INTERCEPTOR DITCHES, SEDIMENTATION PONDS AND STRAW BALES) MUST BE IN PLACE PRIOR TO DEMOLITION. CLEARING/GRADING/ETC. SPOIL PILES SHALL BE KEPT COVERED. ALL PUBLIC STREET/ROADS SHALL BE KEPT FREE OF MUD AND CONSTRUCTION DEBRIS. RESC FACILITIES SHALL BE MAINTAINED UNTIL FINAL LANDSCAPING COMPLETED. NO SEDIMENT LADEN WATER SHALL ENTER PUBLIC STORM DRAIN SYSTEM, SENSITIVE AREAS, AND ADJACENT PROPERTIES. NOT ALL OF THESE FACILITIES MAY BE IDENTIFIED ON THIS PLAN BUT MAY BE REQUIRED DURING CONSTRUCTION. CONTRACTORS WILL ADHERE TO ADDITIONAL REQUIREMENTS AS CONDITIONS WARRANT AND THE PROJECT PROGRESSES, I NCLUD I NG CLEANING OF DOWNSTREAM CATCH BASINS AND DRAINAGE FACILITIES OF SEDIMENT FROM THIS PROJECT. I - THE IMPLANTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MA I NTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES 15 THE RESPONSIBILITY OF THE OWNER AND/OR THE I R CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 2- THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY SURVEY TAPE PRIOR TO CONSTRUCTION. ALL DISTURBED AREAS SHALL BE MAINTAINED BY THE OWNER AGENT AND/OR THEIR CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 3- THE TESL FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED 51TE CONDITIONS. THESE TESL FAC I L I TI ES.SHALL BE UPGRADED A5 NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE GONDITIONS. 4- DURING THE WET SEASON, ANY AREAS OF EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH APPROVED TESC METHODS SUCH AS SEEDING, MULCHING, PLASTIC COVERING, ETC. 5- THE TESC FAG ILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED REGULARLY BY THE OWNER AGENT AND/OR THEIR AFFILIATED CONTRACTOR. 6- STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED (WHERE REQU I RED) AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS AND SEDIMENT TRAPS MAY BE REQUIRED TO ENSURE PAVED AREAS AND PUBLIC ROADS ARE KEPT GLEAN DURING THE CONSTRUCTION PERIOD. 7- ANY PERMANENT FLOW CONTROL FACILITY USED A5 A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY TEMPORARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. 8- WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 OR 3 INCHES. 41- EXISTING UTILITIES WERE NOT SURVEYED AND THEREFORE NOT SHOWN ON THIS PLAN. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION ALWAYS CALL BEFORE YOU DIG: I-80O-424-5555 EROSION CONTROL SEED '"f I XTURE TA LE A- B- C- D- CHEWINGS OR RED FESCUE ANNUAL OR PERENNIAL RYE REDTOP OR COLONIAL BENTGRASS WHITE DUTCH CLOVER 40 (% OF WEIGHT) 40 (% OF WEIGHT) 10 (% OF WEIGHT) 10 (% OF WEIGHT) 0 J J 0 0 0 z 0 (!) W W C%) 0 c0 N N N N J w H co co a) co co N tr X LL z _J 0 -J 0 0 z 0 W 0 (I') z 0 C!) 0 W W F-- W v Z co O rn� 3 LJ Ct Ei." 4 ♦, Revisions A9/B/20 ERECTIONS 2% / 019 ECTIONS ®CLIENT 2021 REVISION 9/27/ 4/CLI10/ENT2022 REVISION 4/CLIENT 2022 REVISION 2E/ Drown Checked MP Date M' WW1 Sheet C2.1 Scale Jab 1.00140. 14LF 6" PVG EXIST. GB @ 2% SLOPE RIM=101.51' BTM EL= F6.511 1E (W) Fc1.511 5" CONC. PIPE IN (6" PVG)= F11.001 (FEL!, VERIFY) CB RIM=101.36' IE(E)=97.94' 8"CONC IE(N & S)=97.32' 12"CONC ASPHALT DRIVEWAY IN ROW EXISTING GONG APRON PROVIDE STABILIZED CONSTRUGTION ENTRANCE PER ETAIL ON SHEET 02.2 EXISTING 3/4" WATER METER TO BE REPLACED WITH I' COPPER N oo tri 0 0 a) z c, m Lci u_ o 0 cn (r) (7) m -Do o z EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYL INK STANDARDS T 776 EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER PSE STANDARDS SMH RIM=118.68' 1E(E)=108.48' 12" IE(NE)=108.51' 6" PVC IE(S)=111.26' 12" TOP: 9E3301 SOT: 98.00' \ N GE3-01 (TYPE I) 34"x30" RIM=F5.50" IE= F3.50' IE (IN)= IE (OUT)= F7.331 (FE I I-1D VERIFY) 15 LF2" PVG (5GH 40) PUMP DISCHARGE PIPE TOP: 9g7.00' BOT: 95.00' acl°04124" LT FENCE- tp 0 LF 4" D A. PVG SCH. 40 g 296) SLOPE CONTINUOUS 4" TRENCH DRAIN 52JVF1 0 GAR\APE SLAB 41' PER CONCR BALK N h4" MAPLE TBR TRABLOCK L N ma• N fr TT " DECIDUOU N CB T-1 RIM=116.25' IE(E)=112.25' 12"CONC lE(SW)=112.45 12"CONC N N PROPOSED RESIDENCE 1,4AN=106.50' ESSMT=16.50' N OVID PAT' N ULTRABLOCK WALL °04'24" GB-03 (TYPE II-45" CB) WET WELL FOR COLLECTION OF DRYINELL OVERFLOW PUMP HOUSING (2) PUMPS WITH ON/OFF ACTUATOR RIM ELEV. = F6.00' +/- BOT ELEV. = +/- PIPE IN (4" PVG DRYINELL OVERFLOW) IE= F11.001 2' 1-11DPE PIPE (OUT) IE. 94.00' (FIELz) VERIFY) (SEE SHEET GI.3 FOR PUMP INFO) N XI 4" DIA. PERFORATED FOOTING DRAIN LINE TOP: 95.50' SOT: 92.50' L 4" DIA. PVC 40 @ 296 SLOPE 0, PVG S LF 4" DIA. PVG SGH. 40 @ 2% SLOPE GE3-02 (TYPE I) 34"x30" RIM=F5.00" E3TM= F0.00' IE IN (4" PVG ROOF DRAINS) = F3.50' IE IN (4" TRENCH DRAIN) = F4.00' IE (OUT)= F2.50' (FEILD VERIFY) RETAINING WALL PER DETAIL 1/C1.2 (TYP.) 22 LF 4" DIA. PVC. SCH. 40 @ 2% SLOPE CONSTRUCT ELECT. LINE FOR PUMP IN GE3#2 (I) 16'-0" DIAMETER x 81-0" DEEP r,Rst' WELL BTM @ 83.00' SEE DETAILS ON SHEET 01.2 CONNECT OVERFLOW TO CS -OS TO: 96.50' SOT: 94.00' EMERGENCY BACKUP GENERATOR c) (SEE ADDITIONAL INFORMATION UNDER PUMP NOTES ON SHEET 01.2) 4" DIA. PERFORATED PVG FOOTING DRAIN LINE h0-,--4" DIA. SOLID PVG i \ROOF DRAIN LINE \t- r,G0d) 0' UT1 TY ESM'T, \ PER PLA N N 5 142ND ST N , N 89°04'2 ,--=,- 7 ' - ----' . 1%/1 F. S I (0.:7N. S .11•111011111111111 111111111111111111110 NTAT 0 N EXISTING 4" PVC, SEWER DOWNSPOUT /N/ GLEAN OUT (TYP.) PROVIDE 5 LF 4" DIA SOLID PVG SCH-40 FROM FOOTING DRAINS TO 1DR'T'WELL PROVIDE 6'-0" IA. x DEEP DRY WELL FOR FOUNDATION DRAIN. FILL DRY WELL w/ 1 1/2" WASHED ROCK. TOP OF DRY WELL TO BE 1'-0" BELOW FINISH GRADE. f 0y, CN 15' SEINER ESM'T, REG. NO. 20120523000531 PER PLAT W 429.08' (429.11' PLAT) EXISTING 6" PVC SEWER II SOLID WALL 1 11 FILTER MEDI FOR DEWATER -1 1- 1 -11 11-11 CATCH - RATE OVERFL POROUS OTTOM 11=111: NOTE: THIS DETAIL IS ONLY HI 804Em4-ric. ANY INSERT IS IL--111] ALLOWED THAT HAS A MIN_ OS I -I C.F. OF SToRAE, THE STORED SEDIMENT, AN OVERFLOW, AND _I CAN PE EASILY MAINTAINED. 11-1 -1 I II I FIGURE 0.4.1- FILTER FABRIC FROTEGTION STANDARD STRENGTH FILTER FABRIC R=25' MIN, INSTALL DRIVEWAY CULVERT Ir THERE 15 A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS S A5 FILTER FABRIC, ON W.W.F. I' OF 1 1/2" WASHED ROCK OR PEA GRAVEL 2" EXCESS OVERLAP NOTE: ONLY To ISE USED WHERE pck-.DINC OF WATER APOVE THE CATCH 'BASIN WILL NOT CAUSE TRAFFIC PRor5LEms AND iiJLIefeE ovERFLOW WILL NOT RESULT IN EROSION OF SLOPES FIGURE 0.4.M CATCH 54611V ALL CATCH ASINS To pa PROTECTED AND MAINTAINED PER KINC1 COUNTY DETAILS D.4.L D.411 4"-5" QUARRY SPALLS GEO-TEXTILE FABRIC 12" MIN. TH1CKN 5 ZE C/ 0 \ In S I C) IT 15 RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. N PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA ACCESS 2 x 4 DOUG.FIR g 48" 0.c. In 2" x 2" x 14 GA. W.IN.F STAPLES OR WIRE RINGS OR E.UAL '1111111111M11611111111111111011111111111 InerlattfePliew.r",.nennlain4vAtfinnvelicirls• f.seur 11P)017-1.14'Persioefff*,4,,,- m eria-:prer.-6R,1;41-- oft* .44t Allei$AV,610- fte -,;•• • 41%* V FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL SECTION SCALE : I" = 10-0" I C) 20 40 6" x 6" TRENG ELEVATION SILTATION FE\C,..._ DETA L PROPERTY IS SUBJECT TO 1-IARMLES5 SENSITIVE AREA ACIREPIENT, KC RECORDING *20120-131001e,50 CUT 4 FILL QUANTITY OF cUT= 500 CU YE' QUANTIFY OF FILL (12" TOP soiL). 141 CLI YE (.,orrt - 0 -J -J 0 0 LU 0 Ili 2 09 > < < I - I- 0 Z co C) ct (.0 - cc> r --- op co co to cv ‘zr U") _.J uJ LU z a_ _J F- 0 ft z 0 U) F- cr) 0 Li] hi z hi hi J L3 03 Fa 9C cn 0 Revisions Ava,/nrcmows Ar/g9RE.Ns A,stipygrsION AClyliEV282B/ISION 4A,U6N1j2fESION Drawn Checked Dee Dote Mii •• WM Sheet C2.2 Scale Job resouce ...- 4, 11-0" MN. X X 4" SLATE, ON GRADE Lui 6,x6 - x 02.9 IAJF. (95% COMPACTION REQUIRED UNDER S1_49) e EA. Fzisz • CB T-2 IE(E)=97.94' 8"CONC IE(N & S)=97.32' 12"CONC ASPHALT DRIVEWAY IN ROW EXISTING CONC APRON EXISTING k.4." WATER METER TO E3E REPLACED WITH I' COPPER CONC. STEPS 6" MAX. RISER 12" TREADS TOP: 90.50' IBOT : 90.00' LI (7) m< INTERLOCK P BLOCKS AT E; CORNER z EXISTING TELEPHONE VAULT. CONNECT TELEPHONE LINE UNDERGROUND PER CENTURYLINK STANDARDS 12" TREAD *4 • NOS1N Ui CONC. 51_AS OR FINISHED fRADE (1) - *4 712' TYPICAL CONC. STAR I in" I'-o" 776, EXISTING POWER VAULT. CONNECT POWER LINE UNDERGROUND PER PSE STANDARDS SM H RIM=118.681 IE(E)=108.48' 12" IE(NE)=108.51' 6" PVC IE(S)=111.261 12" STE RETAI SCALE : I" = 10-0" N SO4' TOP: 96.00' SOT: N Scf°04124" IN -7- 0 .00' N CB T-1 RIM=116.25' 1E1(E)=112.25 12"CONC 1F('SW)=-112 12"CONC 51-0" .111.111, IPEFRVIOUS CON 'DRIVEWAY RVIOge'I'AGE RE6!6B415 SACK FILL 0 COMPACT TO '1596 PROCT.eDR AT STAIR PROPOSED RESIDENCE MAIN= 10650' BSMT = ci(2 .50' ENTRY OV'D PAT ii\l„ "70 .00‘',. 10UTILITY' ESMIT,\ PER PLAT OC). 00' LTRABLOCK WALL \ N 111-6" a'-o" HIGH Yi'ALL MAX. TAPER TO 4'-0" DV 2:1 SLOPE..., 5 142ND ST \INO fr\IALL C,O\C-. STA 000 "d) TO : 95,50' SOT: 92.50' 0 0 ▪ R TAINING WALL PER DETAIL I/01.2 (TT'F.) TOP: 96.50' EXISTING 4" PVC, SEWER 151 SEWER ESM'T, REC. NO. 20120523000531 PER PLAT N 8904 2 W 429.08' "(429.11' PLAT) R C,ONFIOURATIO EXISTING 6" PVC SEWER FLAN II LOT COVERAGE LOT AREA: / /00 SF IMPERVIOUS AREA: MAIN ROOF AREA: 2,255 SF 0ovir7 ENTRY AREA: 15 SF c,ovir:, PATIO AREA: ISS SF TOTAL: 2,415 5F % OF LOT AREA: =52.1a% FERV I OU5 PAVING AREA: ORIVEINAY: 1,121 5F WALKS: 42S SF TOTAL: 1,555 5F TOTAL LOT COVERAGE: = 4,033 5F 0 I 0 20 40 Development 0 0 - - J 0 0 z CO LU w 10TH AVE. N.E. CO (.0 ce) co C z co co c? cs) a) co C) *4- U_ 0 z _J 0z 0 z Li C.) CC cz .i RETAINING LiJ C.I Z co OG LLJ LLJ —I .1 L9 — a illP Revisions Av/reT/27EGTIONS ACITY CORRECTIONS 2/1/2019 CLIENT REVISION 9/27/2021 ACLIENT REVISION 4/10/2022 ACLIENT REVISION 4/26/2022 Drawn Checked DIP Date Hsi WM* Sheet C30 1 Scale Job 1.1140.0. like