The URL can be used to link to this page

Home My WebLink AboutPermit D19-0116 - CHOIX RESIDENCE - NEW SINGLE FAMILY RESIDENCECHOIX RESIDENCE 5124 S 142ND ST Apn: 1670400057 FINALED 03/31/2021 D19-0116 Parcel No: Address: Project Name: K-^�x« "��lFno�^°,^k "�U~� uvo v*xnxm�Uua Department ofCommunity Development 63ODSnuthcenterBoulevard, Suite #100 Tukwila, Washington 9O180 Phnne:3n6-431.3G7O Inspection Request Line: IU6'43Q'g350 Web site: http://www.TukwilaWA.gov 1670400057 CHOIX RESIDENCE COMBOUR PERMIT Permit Number: D19'0116 Issue Date: 5/28/2020 Permit Expires On: 11/24/2020 Owner: Address: ,,VVA Contact Person: Name: ANT0N|U[H0X Phone: (206)948'8548 Address: l9421l41AVSE, RENTOw'WA, 98058 Contractor: Name: C*O|xuC phone: (206)948'8548 Address: 19421 141ST AVE SE, RENTON, WA, 98058 License No: CHOIXL*817DH Expiration Date: 3/8/2021 Lender: Name: WESCO INSURANCE COMPANY Address: 420 MAPLE AVE, YUKON, OK, 73099 DESCRIPTION OF WORK: CONSTRUCTION OF RESIDENTIAL HOME INCLUDING: EXCAVATION, FOUNDATION, FRAMING,, AND DETAILING TO COMPLETION. PUBLIC WORKS A[[[N|T|ESINCLUDE: EROSION CONTROL, LAND ALTERING, WATER INCLUDING BACKFLOVV SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, PAVEMENT CUTTING & RESTORATION, TRAFFIC CONTROL, STREET USE, AND UNDERGROUND|NGOFPOWER. ADU ABOVE GARAGE. Project Valuation: $43I,207,93 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: Fees Collected; $42712.76 Occupancy per IBC: Water District: Sewer District: Current Codes adopted bythe City ofTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 10 Fill: 10 Number: 1 1 1 Yes Permit Center Authorized Signature: '/�1/r�"' 7 Date: 05 7A,2 0 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: 0-54214"A6 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall 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) 5: 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) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 10: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 11: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 17053. 12: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 13: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report, Special inspection is required. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 20: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 21: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension, A minimum distance of 4-inches shall be maintained above the controls with the strapping. 22: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 23: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 24: Manufacturers installation instructions shall be available on the job site at the time of inspection. 25: 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, bathnmms,toilet rooms, storage closets, surgical rooms. 26: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. 37: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: Noportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. 29: 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 ofthe Plumbing Inspector. It shall bpthe duty of the holder of the permit to makesure that the work will stand the test prescribed before giving notification that the work bready for inspection. 30: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R'3. 31: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall beprotected bysteel nail plates not less than 18gauge. 32: Piping through concrete nrmasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 33: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected inaccordance with the requirements nfthe building code. 34: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall be backfilled in thin layers totwelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, dnderOU,frozen earth, orconstruction debris. 35; 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 RCVV 19]7170and theZO06 Uniform Plumbing Code Section 4OZofWashington State Amendments 36; 1. A person who owns at least 50% of the property must physically reside in either the ADU or the primary single-family dwelling. The owner's unit may not be rented to another party for any period of time. 37: Z.The A0Umay not barented for periods ufless than 30days. ` 38: IApplicant must adhere tonotice ofdecision for tree permit LZ0'O00I 39: 'PUBLIC WORKS PERMIT [0ND0ONS**~ 40: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion ofwork mtleast 24hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance. 41: Permit isvalid between the weekday hours of7;O0a.m. and 5:OOp.nn.only. Coordinate with the Public Works Inspector for any work after S:nOp.m.and weekends. 42: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall bosubmitted tothe Inspector for prior approval. 43: 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. 44: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor sha|| provide certified flagmen for traffic control. Sweep orotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUmwed). Notify Public Works Inspector before 1l:V0 Noon onFriday preceding any weekend work. 45: Any material spilled onto any street shall becleaned upimmediately, 46: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. 47: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tuthe Final Inspection. 48: The Land Altering Permit Fee |sbased upon anestimated cubic yards ofcut and cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 49: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise oflOfeet ormore and will beunwmrkedfor greater than l2hours, During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bostockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. Bl From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 51: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer.Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meetsdomestic 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 I" FIRE/DOMESTIC SERVICE and/or l" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 52: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out tmthe City ofTukwila for possible property damages caused byact|vitps. 53: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured), 54: All private storm drain pipe shall beeither concrete urreinforced ADS pipe. Treated corrugated metal pipe may beused for detention facilities, 55; The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 56- The applicant shall install a Washington State Health Department approved backflow device between the fire hydrant and the temporary water meter. 57: The water meter box shall belocated withinCit hght-of-wayatthe property line nrarecorded utility easement. 58: All double check valve assemblies shall be approved by the State Department of Health. 59: Sewer and water utilities shall heplugged atthe mains ifthey are tobeabandoned. |fthey will beused again in the near future for a new building, they shall be capped at the property line and at the water meter respectively. 60- Driveways shall comply with City residential standards. Driveway width shall bea10'minimum and Z0' maximum. Slope shall bpamaximum of1596. Turning radii shall hpaminimum nf5' 61: Maintain emergency, pedestrian, and vehicular access tobuildings, trails and transit atall times. 62: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x$xx.xxper sq. ft�= $x,xxx,xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works 63: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation, Location nfmai|bmx(es)installation shall becoordinate with Public works. 64: 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. 65: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 66: Prior uoissuance ofthis permit, Owner/Applicant shall provide aTraffic Concurency[erdfioate4pp|icadon and pay $3mIOOfee. Fee based on one residential unit. 67; Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based oncalculation bySenior Transportation EnQineer). 68: Work shall beperformed inaccordance with April 2,ZO19Geotechnica|Engineering Study byPG[Pacific 6eu Engineering' P.O. Doxl4l9' Issaquah, WA980Z7and subsequent reports, PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1500 PLANNING FINAL 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4037 SI-CAST-IN-PLACE 4021 SI-REBAR REINF 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 0 K~^�xx °�� Tukwila "_U~� «�o n K�nx��Una Department ofPublic Works 63UUSovthcenterBoulevard, Suite #1OO Tukwila, Washington 9O188 Phone:206-433'O179 Fax:2V6'431`3665 Web site: http://www,TukwilaWA.ggv_ Parcel No 1670400057 Applicant: CHOIX RESIDENCE WATER METER INFORMATION Permit Number: D19-0116 Issue Date: 5/28/2020 Permit Expires On: 11/24/2020 DESCRIPTION OF WORK: CONSTRUCTION OF RESIDENTIAL HOME INCLUDING: EXCAVATION, FOUNDATION, FRAMING,, AND DETAILING TO COMPLETION. PUBLIC WORKS A[ITNIT|2SINCLUDE: EROSION CONTROL, LAND ALTERING, WATER INCLUDING BACKFLOVV SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, PAVEMENT CUTTING & RESTORATION, TRAFFIC CONTROL STREET USE, AND UNDERGK0UND|NGOFPOWER. ADU ABOVE GARAGE. METEn#Z METEn#3 Water Meter Size: 1^ Water Meter Type: PERM Work Order Number: 21940133 Connection Charge: $10000 $0.00 $0.00 Installation: $950L00 $0i00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.80 $0.00 Turn onFees: $50.00 $0.80 $0.00 Cascade Water Alliance (RCFC): $6,60710 TOTAL WATER FEES: $7,732.00 CITY OF TUIryLA Community DevehtiKent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION 6\\cp Site Address: \ LA22.1? wA- PROPERTY OWNER Name: • k else‘ CA C- • 0 CNNOCA Address: \ovA2_ ‘,v sr /ANL s City: State: \N/ A_ Zip: 9:305g Name: rnt ock CAND\x Address: \RL3k2A. City: v2e,,y_korN State: vi isk Zip: (Aso, Phone: 20kcokt4yslicg Fax: Email: C YNO\ X 2-S% 0 Mr\ . ca-r\ GENERALCONTRAtTOR INPORMATI Company Name: Address: \c‘k...\2_\ \¼V me. se_ Citypr‘i..._ 'Ayr\ State:vNi A Zip:Ct4k55? Phone: 20(octific?)543 Fax: Contr Reg No.: ek\D "XL k-t9Exp Date: 5/s OA Tukwila Business License No.: King Co Assessor's Tax No.: ARCIilTECT OF RECORD,. CompanyName: 0 ,-.,- \\*_16 SASSOCiNce-S , t C. Architect Name: ,-- - • DCN \\I \S vAesE Address: I 17.2- j VA.CIP\e- As\I E.. NINI City: 2ex...\t— wX\ State: w h Zip: Clc6-4_ Phork2S) 12_6- 53 ...k Fax(tk24 2240. 3L.k,,A. Email: Company Name: q,Ast?..k. s ik_stuit,Fm_s, i mc.... Engineer Name: Address: w2.,0 \...,1/4.040.e., isc \tt. 5 \N City: 9...exitcs.‘ State: *I)r Zip: Ci.1051.. Phone:(...,2s)22..L._534,,,k Fax: lk.V.S) 7-210 Email: trENtilERroOND:Igsu*tiVe;064ifiifii*jeeti,5:000oi iiilitkiper. ..'',191;21i0 Name: \14 izao IrtevArtiv\cc cocnkom Address: ut20 C\Act0e. hvt. A‘A‘co R City: State: ok4... Zip:43019 H: \Applications\ Forms -Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.doc-a Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ L l! do Scope of work (please provide detailed information): C orl wt kc o rl Off-- a re5 0, Urkc)(tsvol-kkarN, AThC+ciorr 'F1eViinn1n 1k Ok {>\NN) -t Corr\?�'e ') ED BUILDING INFORAMTION PRO ROPOSED;;SQUARE FOOTAGE Basement 151 floor 2"d floor Garage ® carport ❑ Deck — covered ❑ uncovered ❑ (rook SF. ‘.31 b s.�. SF N/A - Total square footage SF Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. 3 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 l5, o©o fuel type: El electric r gas v " appliance vent 1 ventilation fan connected to single duct 1 '� wood/gas stove ( ✓ water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 1 2 1 000 bathtub (or bath/shower combo) bidet 1 clothes washer dishwasher floor drain shower lavatory (bathroom sink) 1_ sink q water closet water heater (gas) lawn sprinkler system 5 gas piping outlets H: ApplicationsWorms-Applications on Line'2011 Applications\Combination Permit Application Revised 8-9-I l.docx Revised: August 2011 bh Page 2 of 4 .1 PUBLIC WORKS PERMIT INFO iTION Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sbee WATER DISTRICT .. Tukwila ...Water District #125 • Letter of water -availability provided Highline .. Renton SEWER DISTRICT or_ Tukwila 0 ...Valley View 0...Renton 0 .. Seattle Li .. Sewer use certificate El ...Letter of sewer availability provided • SEPTIC SYSTEM: ' .. • On -site septic.system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): IN.. Civil Plans (Maximum Paper Size — 22" X 34") .. • Technical Information Report (Storm Drainage) Geotechnical Report 0 ...Hold Harmless — (SAO) Bond ... Insurance 0—Easement(s) 0... Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): .. Right -Of -Way Use - Potential disturbance El...Construction/Excavation/Fill - Right-of-Way...0 -or- Non Right -of -Way,. 0 o .. Total Cut Total Fill O .. Sanitary Side Sewer .. Cap or Remove Utilities O .. Frontage Improvements O Traffic Control Cubic Yards Cubic Yards 0...Work In Flood Zone 0... Storm Drainage O ...Abandon Septic Tank 0 .. Trench Excavation 0... Curb Cut El Undergrounding O ... Pavement Cut 0 ..Backflow Prevention - Fire Protection 0... Looped Fire Line Irrigation Domestic Water o .. Permanent Water Meter Size......... " WO # • Residential Fire Meter Size " WO # O Deduct Water Meter Size......, ........ El .. Temporary Water Meter Size .. Sewer Main Extension Public El - or - Private El 0.. Water Main Extension Public 0 - or - Private " WO # 71 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 water 0 .. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:VmplicationsWomts-Applieations On Line12011 ApplicationslCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — _LICABLE TO ALL PERMITS IN THIS Af CATION — 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. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 Signature: Print Name: NER OR AUTHORIZED AGENT: C. 010A M A C. OGROA Mailing Address: ,C1112.4 ILkk 61 MC. Day Telephone: City Itni A State 91 57 Zip HAApplicationsWorms-Applications On Line \ 2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Cho, 61.1c6 PERMIT # a I 40 gi leo S. 142 51- ) 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 5oD Water/Sewer/Surface Water / I i c. D / 2..5-6-0 Road/Parking/Access '2. 000 A. Total Improvements 6.1 So i 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 5. Enter total excavation volume /0 cubic yards Enter total fill volume /0 cubic yards /68 $ (6,a 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 `1 Up to 50 CY l./ Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 1 0,000, 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 Ilan Review Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4( The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee (<61>) $ (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 %.1 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. 1,00 l - 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 ls' 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for l 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) 6 t $ (8) (9) Approved 09.25.02 Last Revised 01.01.19 2 0.75" 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 25 Total A through E /1 (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 $ /i9 s 3. ci‘ I. Other Fees $ 6fr 14, Total A through I $ 53241 — (10) e6",<-4 e k•-‘4-r-% c-e DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ i/S96:77 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 Oiry Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 ".- $6,41-6 $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 Temporaff Meter $300 $1,500 2.5" Approved 09.25.02 Last Revised 01.01.19 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK D19-0116 Address: 5124 S 142ND ST PUBLIC WORKS PW BONDS/DEPOSITS B000.239.100 0.00 16 950.00 16,950.00 $16,950.00 $16,950.00 TOTAL FEES PAID BY RECEIPT: R20832 $16,950.00 Date Paid: Thursday, May 28, 2020 Paid By: CHOIX LLC Pay Method: CHECK 4116 Printed: Thursday, May 28, 2020 8:56 AM 1 of 1 row Cash Register Receipt City of Tukwila Receipt Number R20718 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $22,062.76 C20-0011 Address: 5124 S 142ND ST Apn: 1670400057 $300.00 PUBLIC WORKS ' $300.00 TRAFFIC CONCURRENCY 8104.367.121.00.00 0.00 $300.00 D19-0116 Address: 5124 S 142ND'ST -Apn: 1670400057 - -7-''' , 21,762.76 1 INCH $7,732.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 0.00 $950.00 WATER METER PLAN REVIEW 8000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION 8401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 8640.237.500 0.00 $6,607.00 DEVELOPMENT $3,901.75 PERMIT FEE R000.322.100.00.00 0.00 $3,564.25 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $168.75 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $168.75 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $4,886.64 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $4,863.14 TECHNOLOGY FEE $245.37 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20718 R000.322.900.04.00 0.00 $245.37 $22,062.76 Date Paid: Monday, May 11, 2020 Paid By: CHOIX LLC Pay Method: CHECK 4115 Printed: Monday, May 11, 2020 3:15 PM 1 of 1 'STFAV. Cash Register Receipt City of Tukwila Receipt Number R14393 _ DESCRIPTIONS ACCOUNT I QUANTITY I;, PAID PermitTRAK $4,000.00 D19-0116 Address 5112 S 142ND ST Apn: 1670400056 $4,000.00 DEVELOPMENT $3,750.00 PERMIT FEE R000.322.100.00.00 0.00 $864.69 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,878.81 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL FEES PAID BY RECEIPT: R17393 .'.. , • $4,000.00 Date Paid: Friday, April 12, 2019 Paid By: CHOIX LLC Pay Method: CHECK 4060 Printed: Friday, April 12, 2019 4:01 PM 1 of 1 CRWSYSTEMS Permit Inspections City of Tukwila Permit Number: D19-0116 Applied: 4/12/2019 Approved: 5/1/2020 Issued: 5/28/2020 Finaled: 3/31/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: CHOIX RESIDENCE Site Address: 5124 S 142ND ST City, State Zip Code:TUKWILA, WA98168 Applicant: CHOIX RESIDENCE Owner: <NONE> Contractor: CHOIX LLC CONSTRUCTION OF RESIDENTIAL HOME INCLUDING: EXCAVATION, FOUNDATION , FRAMING„ AND DETAILING TO COMPLETION. PUBLIC WORKS ACITIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, WATER INCLUDING BACKFLOW, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, PAVEMENT CUTTING & RESTORATION, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER. ADU ABOVE GARAGE. 143,E 1;X SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS CONCRETE SLAB Bill Centen Notes: SI-CAST-IN-PLACE Bill Centen Notes: SI-REBAR REINF Bill Centen Notes: SI-SOILS Bill Centen Notes: UNDERFLOOR FRAMING Bill Centen Notes: STORM DRAINAGE Eric Pritchard Notes: LAND ALTERING Eric Pritchard Notes: Printed: Friday, 17 September, 2021 1 of 6 -a� SUPERION **ILA 0 Permit Inspections City of Tukwila PUBLIC WORKS PRE -CON Eric Pritchard Notes: PLANNING FINAL Max Baker Notes: SANITARY SIDE SEWER Scott Moore 2069488548 Notes: 5/29/2020 5/29/2020 PUBLIC WORKS PRE -CON Eric Pritchard APPROVED Notes: Preconstruction meeting was conducted on site with Antonio Choix. OK to proceed. 5/29/2020 AM 5/29/2020 EROSION MEASURES Eric Pritchard CANCELLED 39497 Notes: Not ready for erosion inspection today. 6/10/2020 AM 6/10/2020 FOOTING Lee Sipe APPROVED #1 Notes: 6/10/2020 AM 6/10/2020 FOUNDATION WALL Lee Sipe APPROVED 122761 Notes: 6/17/2020 AM 6/17/2020 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL 414403 Notes: Passed head test. OK to backfill and proceed with work. 6/19/2020 AM 6/19/2020 FOOTING DRAINS Darrin Graham NOT APPROVED 243760 Notes: provide plans and permit onsite for inspection provide plans and permit onsite for inspection 6/22/2020 AM 6/24/2020 FOOTING DRAINS Lee Sipe CANCELLED 361453 Notes: 6/25/2020 AM 6/26/2020 FOOTING DRAINS Lee Sipe APPROVED 532102 Notes: 6/26/2020 AM 6/26/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL , 54304 Notes: Three each 10 foot infiltration/dispersion trenches are in place per plans. OK to bury. Printed: Friday, 17 September, 2021 2 of 6 "0. rk SUPERION 7/2/2020 mm 7/2/2020 UNDERFLOOR FRAMING �U�m� PARTIAL APPROVAL �� Notes: Approved: L1 underfloor framing. 8/21/2020 AM 8/21/2020 ROOF SHEATHING Lee Sipe APPROVED 122689 Notes: u/zz/zouo AMx/zz/zozo WALL s*cxT*|ws_s*Exn Lee Sipe xprnovso 13674 Notes: 9/4/ uzo AMy/^/ oao nous*'|m pLoxxu|wo Lee Sipe uPpxovso 72566 mmec 9/24/2030 9/24/2020 WATER METER ' PERM Eric Pritchard NOT APPROVED Notes: Not ready for water meter. Contractor to bring to meet city standards, per detail WS-01. Provided spacer for 3/4' meter install. o/z8/AM2ozo � y/zo/znzo ROUGH -IN GAS r/nms oamnGraham Appxovso 2069488548 Notes: o.Moore, DHC 9/28/�m y/zu/ao�o nous*'|w�uzu xxEcxxm|cxL oa,,ins,aham Arpnovso 2069488548 Notes: a.Moore, 8nC 9/29/2820 Am 9/29/2020 pnAxx|mG naninGraham NOT APPROVED 306e488548 Notes: Need to complete Electrical and provide electrical sign off. Provide Fire Sprinkler signoff. Framing incomplete. �/�2nzo Am �/�2oao vv�Tsx�sTsn' rsxm1 Eric Pritchard | APpxovEo ] 2069488548 Notes: Water meter box |sinstalled per city plans and ready for meter, zo/a/zuzo pxx 10/6/ ozo pnxxx|ws oi||cenu^n NOT APPROVED 2069488548 Notes: z.Seal main electrical cable through double top plates atelectrical panel atzcar garage. 2. Seal main electrical cable at floor penetration at interior sub panel at main house, 3.Ladder block partition wall between both garages at4'o.c. 4. Complete all interior shearwall transfers to floor joist above or trusses. See engineering note on plans. ^~Okminsulate walls. Printed: Friday, 17September, ZO2l PA-'k A sunse/uw 10/9/2020 AM 10/9/2020 WALL INSULATION Darrin Graham APPROVED 2069488548 Notes: 10/9/2020 10/9/2020 FRAMING Darrin Graham APPROVED 2069488548 Notes: 10/12/2020 AM 10/12/2020 LATH GYPSUM— BOARD Bernard Moore APPROVED 2069488548 Notes: Note: The insulation and framing were approved on 10/09/2020 by Darrin Graham. 3/10/2021 AM 3/10/2021 GAS PIPING FINAL Bill Centen APPROVED 2069488548 Notes: 3/10/2021 AM 3/10/2021 GLAZING Bill Centen APPROVED 2069488548 Notes: 3/10/2021 AM 3/10/2021 ROOF CEILING— INSUL Bill Centen APPROVED 1 2069488548 Notes: 3/10/2021 AM 3/10/2021 SLAB FLOOR INSUL _ Bill Centen APPROVED 2069488548 Notes: 3/10/2021 AM 3/10/2021 MECHANICAL FINAL Bill Centen NOT APPROVED 2069488548 Notes: 1. Secure Gas piping at back of garage 2. Install anti -tip deviced for gas ranges. 3. Seal and draft stop wall/floor penetrations in Mechanical closet for cold air return. 4. Can not verify bath and exhuast fans. Building still does not have power from Seattle City Light 3/10/2021 AM 3/10/2021 PLUMBING FINAL Bill Centen NOT APPROVED 2069488548 Notes: 1. Need Sprinkler and Fire Final approval under developement permit (D19-0116). 2. Need to clarify Fire Sprinkler tank located in garage is approved for use? Need Public Works and Fire approval. Does the sprinkler system have adequate Fire Flow? 3, Provide Manufacturers Spec's for On Demand HWT located in the garage. 4. Secure plumbing lines under sink. "check all". 5. Service line to Water meter was supposed to be "upsized" per plan. Contact Public Works for this inspection. 3/10/2021 AM 3/10/2021 EROSION MEASURES Scott Moore PARTIAL APPROVAL 2069488548 Notes: Front lawn area is 100% crushed Rock. Running this through the city's NPDES office to accept as impervious surface for final erosion control measures. 4:00 3/23/2021 PM SPRINKLER FINAL AARON JOHNSON APPROVED Notes: Sprinkler Final completed on F20-0117 via after-hours inspection with M Fire Protection Printed: Friday, 17 September, 2021 4 of 6 SLI R ON 3/23/2021 AM 3/23/2021 MECHANICAL FINAL Bill Centen APPROVED 2069488558 Notes: 3/23/2021 AM 3/23/2021 PLUMBING FINAL Bill Centen APPROVED 2069488548 Notes: 3/23/2021 AM 3/23/2021 PIPE INSULATION Bill Centen APPROVED 2069488548 Notes: 3/23/2021 AM 3/23/2021 PLANNING FINAL Jaimie Reavis APPROVED 2069488548 Notes: 3/23/2021 AM 3/23/2021 SANITARY SIDE SEWER Scott Moore PARTIAL APPROVAL 2069488548 Notes: need screw plug in 4" side sewer 3/23/2021 AM 3/23/2021 EROSION MEASURES FNL Scott Moore APPROVED 2069488548 Notes: ok to final 3/23/2021 AM 3/23/2021 PUBLIC WORKS FINAL Scott Moore NOT APPROVED 2069488548 Notes: need sewer final 3/23/2021 AM 3/23/2021 STREET USE Scott oore APPROVED 2069488548 Notes: ok to final 3/25/2021 AM 3/29/2021 BUILDING FINAL** Bill Centen NOT APPROVED 2069488548 Notes: 1. Need Public Works Final approval 2. Need Fire Department approval for Sprinklers and Fire final approvals. 8:00 3/30/2021 AM 8:15 3/30/2021 AM FIRE D PERMIT FINAL Andy Nevens APPROVED Notes: scheduled for 7:30AM Approved with no issues 3/30/2021 3/30/2021 PUBLIC WORKS FINAL Scott Moore APPROVED 2069488548 Notes: ok to final 3/30/2021 3/30/2021 BACKFLOW - FIRE Scott Moore APPROVED Notes: ok to final Printed: Friday, 17 September, 2021 5 of 6 r4 SUPERION 3/30/2021 3/30/2021 CURB ACCESS SDW Scott Moore APPROVED Notes: ok to final 3/31/2021 AM 3/31/2021 BUILDING FINAL** Bill Centen APPROVED 2069488548 Notes: Printed: Friday, 17 September, 2021 6 of 6 rk SUPERION GEOTECHNICAL ENGINEERING STUDY PG For CHOIX RESIDENCE 5116, SOUTH 142ND ST. TUKWILA, KING COUNTY, WA Prepared For ANTONIO CHOIX 19241, 141sT AVE SE RENTON, WA, 98058 Prepared By REVIEWED FOR CODE COMPLIANCE APPROVED MAY 01 2020 City of Tukwila UILDING DIVISION Pacific Geo Engineering Geotechnicei Engineering, Consulting & Inspection P.O. BOX 1419, ISSAQUAH, WASHINGTON 98027 PGE PROJECT NUMBER 19-568 nEc.. vEn CITY OF TUKVLA April 2, 2019 APR 12 2019 CI OH PERMIT CENTER PGXPacific Geo Engineering him Geotechnicol Engineering, Consult! $ Inspection April 2, 2019 Mr. Anotonio Choix 19241, 141st Ave SE Renton, King County, WA 98058 Re: Geotechnical Engineering Study Antonio Choux Residence 5116, South 142nd St, Tukwila, WA 98168 PGE Project No. 19-568 Dear Mr. Choix: Pacific Geo Engineering, LLC (PGE) has completed the geotechnical engineering study for the reference site in Tukwila to develop the recommendations in aid to the complete the planning, design, and construction of the proposed development. Our scope of work consisted of exploring the subsurface conditions in the site by excavating several test pits, performing laboratory soil tests, evaluating the infiltration potentials of the native soils, and providing engineering recommendations on the design and construction of the proposed development. The above scope of work was performed in general accordance with our proposal No. 19-03-586, dated March I4th, 2019, which was authorized by Mr. Choix on March 19, 2019. 1.0 Proposed Development The proposed development plan is shown in the Site & Exploration Plan, Figure 1, prepared by Riebe & Associates, Inc. The proposed development plan calls for constructing a single-family residence with an asphalt driveway and parking area, which are shown in Figure I. Based on our experience with similar projects, we anticipate that wall loads will be in the range of 3 to 4 kips per lineal foot, isolated column loads in the range of 40 kips, and slab -on -grade floor loads of 150 pounds per square foot (psf). At the time of this study, the final building grade and the site grade are not available to PGE, however, for the purpose of this study, we assumed that only a minor cut and fill depths will be required across the site to achieve the final grades in this site. • The conclusions and recommendations contained in this report are based upon our understanding of the above design features of the development. We recommend that PGE should be allowed to review the final grades and the actual features after the final construction plans are prepared so that the PGE!' c Geo En Ineerie Iswormin Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St, Tukwila, King County,1/A Project No. 19-568 April 2, 2019 Page 2 of 22 conclusions and recommendations contained in this report may be re-evaluated and modified, to reflect the changes in the final plans, if deemed necessary by PGE. 2.0 Field Investigation The subsurface conditions of the project site were explored at two phases, on March 15, 2019, with a total of three (3) test pits (TP-1 to TP-3) excavated to depths of about 5 feet below the existing grades. The general vicinity of the exploration areas with the individual test pit locations are shown in the Site & Exploration Plan, Figure 1. The test pits were completed using a backhoe provided by Mr. Choix. Test pits were backfilled with loosely compacted excavated soils. The specific number, location, and depth of the test pits were selected in relation to the existing and proposed site features, accessibility, underground utility conflicts, purpose of evaluation, and budget considerations. The locations of the test pits were selected by Mr. Santanu Mowar of PGE and were plotted in Figure 1. The test pit locations should be considered accurate only to the degree implied by the measuring methods. A professional geotechnical engineer from our firm observed the excavation works, continually logged the subsurface conditions in the test pits, collected representative bulk samples from different soil layers of the soil test pits, visually -manually classified the soil samples in the field according to the methods presented in ASTM D-2488-17 (based on the soil samples' density/consistency, moisture condition, grain size, and plasticity estimations) and the 'Key to Exploration Logs' figure in Appendix A, and observed pertinent site features. Samples were designated according to the test pit number and depth, stored in watertight plastic containers, and later on transported to our laboratory for further visual examination and testing. Results of the field investigation are presented on the test pit logs, which are presented in Appendix A. The final exploration log was prepared with our observation and interpretation of' the excavation, visual examination of the samples in the field and later on in the laboratory, and the subsequent laboratory test results. The soils were classified according to the methods presented on the Figure 'Key to Exploration Logs' in Appendix A. This figure also provides a legend explaining the symbols and abbreviations used in the soil exploration Togs. The soil logs indicate the depth where the soils change. It should be noted that the indicated stratification lines on the Togs represent the approximate boundaries between soil types. The actual transitions of varying soil strata may be more gradual in the field. p irPacificGeo Englneerinj lam sbrairm, Ossith.1111 anowello• Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 3 of 22 3.0 Laboratory Testing Laboratory tests were conducted on several selected representative soil samples collected from the soil test pits excavated during this study to evaluate the general physical properties and engineering characteristics of the soils encountered. The bulk samples were visually -manually classified in the laboratory following the procedure described in ASTM D-2488-17 (based on the soil samples' density/consistency, moisture condition, grain size, and plasticity estimations), and later on the soil samples' classifications were supplemented by laboratory tests data in accordance with the procedurc described in ASTM D-2487-17. Moisture content tests were conducted on selected samples in accordance with ASTM D-2216-10 procedures. The results of the moisture content tests are presented on the test pit logs in Appendix A. Three (3) #200 sieve percentage passing tests were performed on selected samples in accordance with ASTM D-1140-17 procedure. The results of the percentage passing #200 sieve test results are provided on the test pit logs in Appendix A. 4.0 Engineering Evaluation The results from the field and laboratory tests were evaluated and engineering analyses were performed to develop the design information and the geotechnical engineering recommendations for the following items of the proposed development: General Site Development & Earthwork & Grading • Descriptions of the soil and groundwater conditions encountered. • Grading and earthwork, including site preparation, temporary excavation, and fill placement and its compaction. • Use of on -site soils as structural fill. • Structural fills requirement guidelines. • Underground utility structure trench backfilling and pipe bedding. • Temporary construction dewatering. • Site drainage including permanent subsurface drainage systems and temporary groundwater control measures, if necessary. • Dry and wet weather construction. • Erosion control measurements. • Potential geologic hazards: landslide, erosion, and seismic. • Infiltration potential evaluation of the native soils, and the final design infiltration rate. • Geotechnical special inspection requirements. PGEPadfic Geo EnglneerinSommallio Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 4 of 22 Building Structure & Pavement • Foundation type and allowable bearing capacity value for designing the foundation. • Estimated settlement of the foundation for the recotnrnended bearing capacity value and observed soil conditions. • Frictional and passive design parameters for designing the foundation to resist lateral earth pressures on foundation. • Slab -on -grade floor for the proposed building. • Subgrade preparation for asphalt paved area. • Seismic design considerations, including the site coefficient per 2012 IBC. 5.0 Surface and Subsurface Features 5.1 Site Location The proposed development is located at the end of South 142nd Street, on its north side, in Tukwila. The project site is bounded by residences on its east, west, and north sides, and by 142nd Street on its south side. The site has an access from South 142nd Street via a gravel driveway. The site is shown in the Site & Exploration Plan, Figure 1. 5.2 Site Description The project site is located within a region dominated by single family residences. The majority of the subject site is vacant covered with grasses and bushes, and small to large scattered trees. In general, the site is almost a level ground. The site is currently in use as a single family residence with a RV home on -site. Prior to this, the site had a warehouse, which had been demolished for the current use. 5.3 Soil & Groundwater Conditions Visual Soil Descriptions TP-1 & TP-2 The average thickness of the topsoil in the test pits are found to be in the order of 6 to 10 inches, which is composed of slightly moist, loose, dark brown, silt with roots and organics. Below the topsoil, the native soils consist of moist, loose, olive brown silt (USCS: ML) with a heavy root zone. The root pGpPacIfic Geo Engineering maw •••••d-kwa........0mmiliqp•s.....a., Grotcchnieal Engineering Study Choix Residence Site 5 I 16. South 142nd Si. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 5 of 22 zone extended upto almost 18 inches below grade. The root zone is then underlain by very moist, mediuin dense, mottled olive brown silt (mostly in weakly cemented chunks; USCS: ML) containing some small to medium size gravels, which extends upto approximately 2.5 feet below grade. Below this depth, the olive brown silt has some lenses of bluish gray silt, which continued upto the bottom of the test pits. Overall, the silt deposit is medium dense near the top, which gradually becomes dense below 2.5 to 3 feet depth. The silt deposit, due to their high fines content, is considered to be a very low to almost no permeability soil. TP-3 Uncontrolled fill consisted of silty soils with decayed wood debris and large roots, and concrete chunks is found in this test pit, which extends upto the top of the native soils encountered at approxitnately 4 feet below the grades. The fill is very wet since it is mixed up with water that accumulated over the time in the test pit due to the heavy seepage from below 4 feet of the grade. It should be noted that the horizontal extent of the fill around the test pit is unknown at this time, which must be revealed during the actual construction of the site, if any structure is to be placed above or adjacent to the fill edge. The fill is underlain by native soils similar to what is described in test pit TP-1 and TP-2. The native soils are consisted of olive brown, mottled, silt (USCS: ML) containing some small to medium size gravels. The silt deposit is wet, and apparently observed as medium dense in consistency. Groundwater Conditions The seepage or groundwater conditions noticed during our explorations are presented below. Table 1 — Seepage or Groundwater Condition Test Pit Nos. Seepage or Groundwater Depth in ft. Mottling Signs Depth in ft. TP- 1 None N/A Yes Between 1.5 ft to 4 ft TP-2 Yes 3.5 Yes Between 1.5 ft to 4 ft TP-3 Yes 4 Yes Between 4 ft to 5 ft As described above in the table, heavy signs of mottling are noticed in the silt deposit. It is to be believed that the mottling indicates the evidence of the accumulation and the retaining of the seepage water in the silt deposit. This is normally occurs in the Puget Sound area during the wet winter periods. It is to be noted that seasonal fluctuations in the seepage water elevations may be expected in the amount of rainfall, surface runoff, and other factors not apparent at the time of our exploration. Typically, PGE"_Geo Englneering ...h..iolagIbiliws.i.,010.1iNg • laspe011m Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2. 2019 Page 6 of 22 the groundwater levels rise higher and the seepage flow rates increase during the wet winter months in the Puget Sound area. The possibility of groundwater level fluctuations and the presence of perched water should be considered when designing and developing the proposed development. The preceding discussion on the subsurface conditions of the site is intended as a general review to highlight the major subsurface stratification features and material characteristics. For more complete and specific information at individual test pit locations, please review the Test Pit Logs included in Appendix A. These logs include soil descriptions, stratification, and location of the samples and laboratory test data. It should be noted that the stratification lines shown on the individual logs represent the approximate boundaries between various soil strata; actual transitions may be more gradual or more severe. The subsurface conditions depicted in the logs are for the test pit locations indicated only, and it should not necessarily be expected that these conditions are representative at other locations of the site. 6.0 Conclusions and Recommendations The following sections of this report present detailed recommendations on the pertinent geotechnical issues that are anticipated for the design and construction of the proposed development. These recommendations should be incorporated into the project design, drawings, and specifications. 6.1 General Based on this study, there are no geotechnical considerations that would preclude the proposed development as planned; therefore, the subject site is considered suitable for the proposed development. According to the field investigation, the site is underlain by native soils that consist of primarily silt. The proposed residence may be supported on conventional spread footing foundations, constructed on the dense silt deposit, which is expected to be encountered almost 2.5 to 3 feet below the existing grades. The slab -on -grade floor, asphalt paved driveway and parking areas, new fills, and any other load - bearing structure may be supported on the silt deposit, provided the final subgrades for such structures are to be prepared as per the recommendations provided in this section and in its subsequent sections of this report. We recommend that the building footings, floor slab if slab -on -grade type is chosen, the asphalt paved driveway and parking areas, and any other load -bearing structure must be placed on the firm, unyielding soils, either consisted of native soils, or newly placed structural fills above the firm and unyielding native soils. It should be noted that the proofrolling of any final subgrades should be achieved p EPecific Geo Engineering BOIOMNftik 0.1111.1111ft iimpiNO/•• Cieotechnical Engineering Study Choix Residence Site 5116, South 142nd St, Tukwila, King County, WA Project No, 19-568 April 2. 2019 Page 7 of 22 to their firm and unyielding conditions to develop a stable and firm final subgrades. And, any new fills to be placed on the final native subgrades to achieve the final grades must be compacted adequately to a minimum of 95 percent of the fills' laboratory maximum dry density value as determined by ASTM Test Designation D-1557 (Modified Proctor) method. The final subgrade preparation and the final grades to support any structures must be monitored and approved by the on -site geotechnical special inspector during the construction phase of the project. The upper heavy root zone layer is not good for supporting any type of load bearing structure, i.e., building footings, slab -on -grade floor, asphalt paved driveway and parking, any other type of structure, and any new fill layer. The roots, over the years, can be decayed and decomposed losing their strength causing uneven settlement of the structure. Therefore, the heavy root zone layer must be removed completely prior to preparing the final subgrades for placing any new load bearing structure above the final subgrades. The uncontrolled fill encountered in test pit TP-3 is not considered as good for any purpose, such as to support any load bearing structure and to use as structural fills. Therefore, the uncontrolled fills must be removed completely if any load bearing structure is to be built above or adjacent to the fill deposit. No load bearing structure should be placed within a minimum horizontal distance equal to the thickness of the fill deposit to be found adjacent to the load bearing structure. As discussed earlier, the horizontal extent of the fill around the test pit is unknown at this time, which must be revealed during the actual construction of the site, if any structure is to be placed above or adjacent to the fill edge. The higher fines content in silt deposit makes the silt a very low to ahnost no permeable soil, as far as the function of a below grade infiltration system is to be considered. In addition to this, the combination of other geological factors such as the presence of seepage and signs of mottling would hinder the proper functioning of a below grade infiltration system. Therefore, this site should not be considered conducive for installing any below grade infiltration system for managing the stormwater runoff in this site. 6.2 Site Preparation Preparation of the site should involve clearing, stripping, subgrade proofrolling, cutting, filling, excavations, dewatering, and drainage installations. The following paragraphs provide specific recommendations on these issues. Paclflc Gets Errgtnaerfng Geolechnical Engineering Study Choix Residence Site 5116, South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 8 of 22 6.2.1 Clearing and Grubbing Initial site preparation for construction of the proposed structures such as the building footing, slab -on -grade floor, asphalt paved driveway and parking, any other load -bearing structure, and placing new fills on the native grades should include stripping of vegetation and topsoil from the construction areas. Based on the topsoil thickness encountered at our test pit locations, we anticipate topsoil stripping depths of about 6 to 10 inches, however, thicker layers of topsoil may be present in unexplored portions of the site. in addition to the topsoil, as mentioned earlier, the heavy root zone must be removed completely during the stripping operation. It should be realized that if the stripping operation takes place during wet winter months, it is typical a greater stripping depth might be necessary to remove the near - surface moisture -sensitive silty soils disturbed during the stripping; therefore, stripping is best performed during dry weather period. Stripped vegetation debris should be removed from the site. Stripped organic topsoils will not be suitable for use as structural fill but may be used for future landscaping purposes. 6.2.2 Subgrade Preparation After the site clearing and site stripping, cut and fill operations can be initiated to establish desired grades for the proposed structures and any new fills to be placed on the native grades. Any exposed subgrades that are intended to provide direct support for new construction and/or require new fills should be adequately proofrolled to evaluate their conditions and to identify the presence of any isolated soft and yielding areas and to verify that stable subgrades are achieved to support the proposed structures, and any new fills. Proofrolling should be done with a loaded dump truck or a front-end loader or a big vibratory roller under the supervision of the on -site geotechnical engineer. If it is found by the on - site geotechnical engineer that the soil is too wet near the subgrade to be proofrolled or it not feasible to proofroll the subgrade, then an alternative method (i,e., visual evaluation and probing with a 1/2-inch diameter steel T-probe) can be used by the geotechnical engineer to identify the presence of any isolated soft and yielding areas and to verify that stable subgrades are achieved to support the proposed structures and any new fills. If any subgrade area are found in soft and moist conditions, ruts and pumps excessively, and cannot be stabilized in place by compaction the affected soils should be over -excavated completely to firm and unyielding suitable bearing materials, and to be replaced with new structural fills to desired final subgrade levels. If the depth of overexcavation to remove unstable soils becomes excessive, a geotextile fabric, such as Mirafi 500X or equivalent in conjunction with structural fills may be considered to achieve a firm bearing subgrades to support the proposed structures and any new fills. If needed to stabilize the soft/wet base of an overexcavated area, we recommend to consider a 6 to 12-inch layer of ballast rock or quarry spalls should be placed to form a base on which the structural fill n Cieotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No, 19-568 April 2, 2019 Page 9 of 22 needs to be placed and compacted to achieve the final grade. Ballast rock should meet the requirements for Class B Foundation Material in Section 9-03.17 and quarry spalls should meet the requirements in Section 9-13.6 of the 2014 WSDOT Standard Specifications. The ballast rock or quarry spalls should be pushed into the subgrade with the back of a backhoe bucket or with the use of a large -vibratory steel drummed roller without the use of vibration. Such decision should be made the on -site geotechnical engineer during the actual construction of the project. The loosely backfilled soils in the areas of exploratory test pits should be overexcavated completely to the firm native soils and backfilled with adequately compacted new structural fills to the final grades. Tree stumps and large root balls should be removed completely and backfilled with new structural fills to the desired subgrade levels. 6.2.3 Reuse of Native Soils as Structural Fills The ability to use on -site soils obtained from the site excavations as structural fills depends on the gradation, moisture content of the soils, and the prevailing weather conditions exist during the grading activities. As the fines content (that portion passing the U.S. No. 200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture content, and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight cannot be consistently compacted to the recommend degree when the moisture content is more than about 2 percent above or below the optimum. The native silt has higher fines content, therefore considered as a moisture sensitive soil. These soils cannot be used as structural fills both during the dry and the wet seasons, especially, in the wet winter months, when it will be difficult to maintain the optimum moisture content of the silt and hence to achieve its compaction. In the event that whether the fill materials are to be imported to the site, or if on -site soils are to be reused as structural fills, we recommend that the potential fill materials be verified and approved by the on -site geotechnical engineer prior to their use. 6.2.4 Dry Weather Construction Since the native soil silt has higher fines content, which is considered to have high erosion hazard, we recommend that the proposed construction can be completed during the dry season of the year to mitigate any erosion related issue if arises during the construction activities in the wet season. Erosion particularly happens, when uncontrolled surface runoff is allowed to flow over unprotected excavation areas of the site during the wet winter months. pagpad Geo Engineering frawssikr Igiftrowes ammo! a saraer. Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County. WA Project No. 19-568 April 2, 2019 Page 10 of 22 6.2.5 Structural Fills If the native soils are found unsuitable for using as structural fills then we recommend that imported structural fill should be used for backfilling purposes. Structural fill is defined as non -organic soil, free of deleterious materials, and well -graded and free -draining granular material, with a maximum of 5 percent passing the No. 200 sieve by weight, and not exceeding 6 inches for any individual particle. A typical gradation for structural fill is presented in the following table. Table 2 - Structural Fill U.S. Standard Sieve Size Percent Passing by Dry Weight 3 inch 100 % inch 50 —100 No. 4 25 — 65 No. 10 10 — 50 No. 40 0 — 20 No. 200 5Maximum* * Based on the % inch fraction. Other materials may be suitable for use as structural fill provided they are approved by the project geotechnical engineer. Such materials typically used include clean, well -graded sand and gravel (pit -run); clean sand; various mixtures of gravel; crushed rock; controlled -density -fill (CDF, it should meet the requirements in Section 2-09.3(1)E of the 2014 WSDOT Standard Specifications); and lean -mix concrete (LMC). Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials are also potentially useful as structural fill in certain applications. These materials must be thoroughly crushed to a size deemed appropriate by the geotechnical engineer (usually less than 2 inches). The structural fills should have a maxirnum 2 to 3-inch particle diameter. 6.2.6 Fill Placement and Compaction Requirements Generally, quarry spalls, controlled density fills (CDF), lean mix concrete (LMC) do not require special placement and compaction procedures. In contrast, clean sand, crushed rock, soil mixtures and recycled materials should be placed under special placement and compaction procedures and specifications described here. Such structural fills under structural elements should be placed in uniform loose lifts not exceeding 12 inches in thickness for heavy compactors and 4 inches for hand held compaction equipment. Each lift should be compacted to a minimum of 95 percent of the soil's laboratory maximum dry density as determined by ASTM Test Designation D-1557 (Modified Proctor) method, or pGEPed ea Engineering OmniWe bowelloa Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 11 of 22 to the applicable minimum City or County standard, whichever is the more conservative. The fill should be moisture conditioned such that its final moisture content at the time of compaction should be at or near (typically within about 2 percent) of its optimum moisture content, as determined by the ASTM method. If the fill materials are on the wet side of optimum, they can be dried by periodic windrowing and aeration or by intermixing lime or cement powder to absorb excess moisture. In -place density tests should be performed to verify compaction and moisture content of the fill and base material. Each lift of fill or base material should be tested and approved by the soils engineer prior to placement of subsequent lifts. As a guideline, it is recommended that field density tests be performed at the following frequency to determine that the compacted fills achieved the required compaction: - At least one (1) density test per 2000 square feet of surface area of the fill pad areas and paved areas for each one -foot lift of fill. If field density tests indicate that the last lift of compacted fills has not been achieved the required percent of compaction or the surface is pumping and weaving under loading, then the fill should be scarified, moisture -conditioned to near optimum moisture content, re -compacted, and re -tested prior to placing additional lifts. 6.2.7 Existing Unsuitable Fill Removal As previously mentioned, the existing till encountered in test pit TP-3 is considered to be unsuitable for any purpose hence must be removed completely to firm native soils, followed by backfilling of the overexcavated area with newly placed structural fills compacted adequately to firm and unyielding conditions. Prior to the placing of the new structural fills, the final native subgrades must be prepared as per the procedure described in Section 6.2.2 of this report. The new structural fills should be as per the criteria provided in Section 6.2.5, and the placement and the compaction of the new structural fills should be as per the recommendations provided in Section 6.2.6 of this report. 6.2.8 Site Drainage Surface Drainage The final site grades must be such that surface runoff will flow by gravity away from the stnictures, and should be directed to suitable collection points. We recommend providing a minimum drainage gradient of about 3% for a minimum distance of about 10 feet from the building perimeter. A combination of using positive site surface drainage and capping of the building surroundings by concrete, PGEP° Geo Engineering aftforeelse, CamOft • Dopeelle• Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2. 2019 Page 12 of 22 asphalt, or low permeability silty soils will help minimize or preclude surface water infiltration around the perimeter of the buildings and beneath the floor slabs. Paved areas should be graded to direct runoff to catch basins and or other collection facilities. Collected water should be directed to the on -site drainage facilities by means of properly sized smooth walled PVC pipe. Interceptor ditches or trenches or low earthen berms should be installed along the upgrade perimeters of the site to prevent surface water runoff from precipitation or other sources entering the site. Surface water collection facilities should be designed by a professional civil engineer. Footing Excavation Drain Water must not be allowed to pond in the foundation excavations or on prepared subgrades either during or after construction. If due to the seasonal fluctuations, groundwater seepage is encountered within footing depths, we recommend that the bottom of excavation should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff, and then direct the water to ditches, and to collect it in prepared sump pits from which the water can be pumped and discharged into an approved storm drainage system. Footing Drain Footing drains should be used where (I) crawl spaces or basements will be below a structure, (2) a slab below the outside grade, and (3) the outside grade does not slope downward from a building. The drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. The foundation drains should be tightlined separately from the roof drains to this discharge point. Footing drains should consist of at least 4-inch diameter perforated PVC pipe. The pipe should be placed in a free -draining sand and gravel backfill. Either the pipe or the pipe and free -draining backfill should be wrapped in a non -woven geotextile filter fabric to limit the ingress of fines. Cleanouts should be provided. The drains should be located along the outside perimeter of the spread footings. Downspout or Roof Drain These should be installed once the building roof in place. They should discharge in tightlines to a positive, permanent drain system. Under no circumstances connect these tightlines to the perimeter footing drains. 6.2.9 Utility Support and Backfill Based on the soils encountered at the site within the exploration depths, the majority of the soils appear to be adequate for supporting utility lines; however, softer soils may be encountered at isolated pG=Pacific Geo Englneering Ilrearket liq~ber C•ii,•• 8.4.Paft• Gcotechnical Engineering Study Choix Residence Site 5116, South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 13 of 22 locations, where, it should be removed to a depth that will provide adequate support for the utility. A major concern with utility lines is generally related to the settlement of trench backliti along utility alignments and pavements. Therefore, it is important that each section of utility be adequately supported on proper bedding material and properly backfilled. It is recommend that utility trenching, installation, and backfilling conform to all applicable Federal, State, and local regulations such as WISHA and OSHA for open excavations. Utility bedding should be placed in accordance with manufacturer's recommendations and local ordinances. Bedding material for rigid and flexible pipe should conform to Sections 9-03.15 and 9-03.16, respectively, of the 2014 WSDOT/APWA (American Public Works Association) Standard Specifications for Road, Bridge, and Municipal Construction. For site utilities located within the King County right-of-ways, bedding and backfill should be completed in accordance with the King County specifications. As a minimum, 5/8 inch pea gravel or clean sand may be used for bedding and backfill materials. The bedding materials should be hand tamped to ensure support is provided around the pipe haunches. Trench backfill should be carefully placed and hand tamped to about 12 inches above the crown of the pipe before any heavy compaction equipment is brought into use. The remainder of the trench backfill should be compacted to 90 percent of the maximum dry density per ASTM Test Designation D-1557 (Modified Proctor) except for the uppermost 18 inches of backfill which should be compacted to 95 percent of the maximum dry density per ASTM Test Designation D-1557 (Modified Proctor). The backfill should be placed in lifts not exceeding 4 inches if compacted with hand -operated equipment or 8 inches if compacted with heavy equipment. Catch basins, utility vaults, and other structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. The utility trenches should not be left open for extended periods to prevent water entry and softening of the subgrade. Should soft soils be encountered at the bottom of the trench, it should be overexcavated and replaced with select fills. As an alternative to undercutting, a Geotextile fabric or crushed rock may be used to stabilize the trench subgrade. Where water is encountered in the trench excavations, it should be removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used below the water level if allowed in the project specifications. 6.2.10 Temporary Excavations As a general rule, all temporary soil cuts greater than 4 feet in height associated with site regarding or excavations should be adequately sloped back or property shored to prevent sloughing and collapse. As for the estimation purposes, in our opinion, for temporary excavations within the silt deposit, the side slopes should be laid back at a minimum slope inclination of 2H:1V. PGE • Engfneering Geotechnical Engineering Study Choix Residence Site 5116. South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 14 of 22 The owner and the contractor should be aware that in no case should the excavation slopes be greater than the limits specified in local, state, and federal safety regulations, particularly, the Occupational Safety and Health Administration (OSHA) regulations in the "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P, dated October 31, 1989" of the Federal Register, Volume 54, the United States Department of Labor. As mentioned above, we also recommend that the owner and the contractor should follow the local and state regulations such as WSDOT section 2-09.3(3) B, Washington Industrial Safety and Health Act (WISHA), Chapter 49.17RCW, and Washington Administrative Code (WAC) Chapter 296-115, Part N. These documents are to better insure the safety of construction worker entering trenches or excavation. It is mandated by these regulations that excavations, whether they are for utility trenches or footings, be constructed in accordance with the guidelines provided in the above documents. We understand that these regulations are being strictly enforced and, if they are not closely followed, both the owner and the contractor could be liable for substantial penalties. The above information is provided solely for the benefit of the owner and other design consultants, and under no circumstances should not be construed to imply that PGE assumes responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Therefore, the contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. We expect that the excavation can be completed using conventional equipments such as bulldozers or backhoes. 6.2.11 Construction Dewatering If any perched water seepage is encountered during the construction in this site then in our opinion, a system of collection ditches directing water inflow to sumps where water can be removed by conventional filtered sump pumps will be adequate to maintain a relatively dry working area for construction purposes. The contractor should be prepared to pre -drain or dewater the excavation prior to installing the manhole structure. If more severe groundwater conditions observed during the actual construction then more specialized dewatering techniques, such as vacuum wells, well points, etc., may be needed. If such dewatering techniques are required PGE should be consulted for specific design and construction recommendations for the excavation areas. We recommend that to minimize the possibility of any water conditions during the installation of the manhole the construction should be taken place during the dry summer months. peg Pacific Geo Engineering AimAiral ariskarba ibomialig • hmp.a.• Geotechnical Engineering Study Choix Residence Site 5116, South 142nd Si. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 15 01'22 6.2.12 Construction Monitoring Problems associated with earthwork and construction can be avoided or corrected during the progress of the construction if proper inspection and testing services are provided. It is recommended that the construction activities to be required for the development of the site be monitored by an experienced geotechnical inspector. A list of items to be inspected is provided later on in Section 8.0 of this report. 6.3 Building Foundation Recommendations Spread Footing Based on the subsurface conditions encountered in the test pits, it is our opinion that the foundations of the proposed residence should be supported on conventional shallow spread footings. The footings should be supported on the 'competent' native subgrade soils, which is the dense silt deposit encountered at approximately 2.5 to 3 feet below the existing grades, or on new fills to be placed above the 'competent' native subgrade soils as described above. The 'competent' native subgrade is described as the native soil unit that must be compacted and proofrolled adequately (as the procedures described earlier in Section 6.2.2, 'Subgrade Preparation' of this report) to firm and unyielding conditions prior to placing footings or new fills above the native subgrade. For the design of shallow footing foundation supported on the 'competent' native subgrade soil or properly compacted structural fills (as described earlier in Section 6.2.6, 'Fill Placement and Compaction Requirements' of this report), we recommend using a maximum net allowable bearing capacity of 1.500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity can be used. We recommend that continuous footings have a minimum width of 18 inches and individual column footings a minimum width of 24 inches. All exterior footings should bear at least 18 inches below the final adjacent finish grade to provide adequate confinement of the bearing materials and frost protection. Based on our settlement potential evaluation in this site, we anticipate that properly designed and constructed foundations supported on the recommended materials should experience total and differential settlements of less than 1 inch and 1/2 inch, respectively. The majority of these settlements are expected to occur during construction. This estimation was done without the aid of any laboratory consolidation test data, but on the basis of our experience with similar types of structures and subsoil conditions. Lateral foundation loads can be resisted by friction between the foundation base and the supporting soil, and by passive earth pressure acting on the face of the embedded portion of the foundation. For frictional resistance, a coefficient of 0.35 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of 320 pef, which includes a factor of safety of 1.5. This value assumes the foundation must be poured "neat" against the undisturbed c Geo Engineering am E0.160~ essimarbig. Orimlar I I lareelad Geotechnical Engineering Study Choix Residence Site 5116, South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 16 131'22 native soils or structural fill placed and compacted as described earlier in Section 6.2.6, 'Fill Placement and Compaction Requirements' of this report. Variations in the quality and strength of the potential bearing soils can occur with depth and distance between the test pits. Therefore, careful evaluation of these bearing materials is recommended at the time of construction to verify their suitability to support the above recommended bearing pressure. We recommend that PGE representatives examine the bearing materials prior to placing forms or rebar. 6.4 Slab -on -grade Floor If slab -on -grade option is chosen for the proposed residence then the slab -on -grade floor should bear on adequately compacted and proofrolled native subgrades that are in fiii and unyielding conditions or on adequately coinpacted new structural fills placed above the final native subgrades prepared as described earlier in Section 6.1,. and relevant sub -sections of Section 6.2 of this report. After subgrade preparation is completed, the slab should be provided with a capillary break to retard the upward wicking of ground moisture beneath the floor slab. The capillary break would consist of a minimum of 6-inch thick clean, free -draining sand or pea gravel. The structural fill requirements specified in Section 6.2.5, Structural Fills, could be used as capillary break materials except that there should be no more than 2 percent of fines passing the no. 200 sieve. Alternatively, 'Gravel Backfill for Drains' per 2014 WSDOT Standard Specifications 9-03.12(4) can be used as capillary break materials. Where moisture by vapor transmission is undesirable, we recommend the use of a vapor barrier such as a layer of durable plastic sheeting (such as Crossstuff, Moistop, or Visqueen) between the capillary break and the floor slab to prevent the upward migration of ground moisture vapors through the slab. During the casting of the slab, care should be taken to avoid puncturing the vapor barrier. At owner's or architecture's discretion, the membrane may be covered with 2 inches of clean, moist sand as a 'curing course' to guard against damage during construction and to facilitate uniform curing of the overlying concrete slab. The addition of 2 inches of sand over the vapor barrier is a non-structural recommendation. Based on the subgrade preparation as described in Section 6.1, and relevant sub -sections of Section 6.2 of this report, a modulus of subgrade reaction value of about 150 pounds per cubic inch (pci) can be used to estimate slab deflections, which could arise due to elastic compression of the subgrades. 6.5 Pavement Subgrade Preparation A properly prepared subgrade is very important for the life and performance of the driveway pavements. Therefore, we recommend that all driveway and pavement areas be prepared as described in Section 6.1, and relevant sub -sections of Section 6.2 of this report. Subgrades should either be comprised of adequately proofrolled competent undisturbed native soils, or be comprised of a minimum of one foot of granular structural fill that is compacted adequately. The structural fill should be compacted to 95 PGE1 Ulc Geo Engineering .r....k.d 4A..ra or.aft•r a nr.r.. Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, N A Project No. 19-568 April 2, 2019 Page 17 of 22 percent of the maximum dry density as determined by Modified Proctor (ASTM Test Designation D- 1557). It is possible that some localized areas of yielding and weak subgrade may still exist after this process. If such conditions occur, crushed rock or other qualified materials as addressed in Section 6.2.5 may be used to stabilize these localized areas. 6.6 Infiltration Potential Evaluation As discussed earlier, the site is not considered as suitable for considering any type of below grade infiltration system in this site, 7.0 Geologic Hazards 7.1 Erosion Hazard Uncontrolled surface water with runoff over unprotected site surfaces during construction activities is considered the single most important factor that impacts the erosion potential of a site. The erosion process may be accelerated significantly when factors such as soils with high fines, sloped surface, and wet weather combines together. Taking into consideration of the geological factor like the high fines content in the silt deposit, the project site is expected to experience major impact due to the erosion during the wet winter months. The erosion hazard can be mitigated if the mass grading activities and the earthwork can be completed within the dry summer period. Also, measurements such as the control of surface water must be maintained during construction, and a temporary erosion and sedimentary control (TESC) plan, as a part of the Best Management Practices (BMP) must be developed and implemented as well. The TESC plan should include the use of geotextile barriers (silt fences) along any down -slope, straw bales to de - energize downward flow, controlled surface grading, limited work areas, equipment washing, storm drain inlet protection, and sediment traps. Also, vegetation clearing must be kept very limited in this site to reduce the exposed surface arcas. A permanent erosion control plan is to be implemented following the completion of the construction. Permanent erosion control measurements such as establishment of landscaping suitable for steep slope grades, control of downspouts and surface drains, prevention of discharging of any sorts of stortnwater as sheet flow over the final slopes and at the toe of the slope are to be implemented following the completion of the construction. 7,2 Seismic Hazard Structural design of the buildings at the project site should follow 2012 international Building Code (IBC) standards. Based on our evaluations of the subsurface conditions and review of Table 1615.1.1 of IBC, we interpret the underlying bearing soils to correspond to `C', which refers to very dense soils. According to the IBC standards, the mapped spectral response accelerations S. = 1.5 and SI = 0.5, PGEP Geo Engineering Clmoilliair twediksa Geotechnical Engineering Study Choix Residence Site 5116, South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 18 of 22 and corresponding site co -efficient values Fr, = 1.0 and F. = 1.3, respectively, should be used for the design of the buildings. As part of the seisinic evaluation of the site, the liquefaction potential of the site was also evaluated. Liquefaction is a phenomenon, which takes place due to the reduction or complete loss of soil strength due to increased pore water pressure during a major earthquake event. Liquefaction primarily affects geologically recent deposits of fine-grained sands that are below the groundwater table. Based on the soil and groundwater conditions, it is our opinion that the on -site soils are not prone to liquefaction because of the absence of any perched water or groundwater in the sand. Therefore, potential for widespread liquefaction and its associated hazards over the site during a seismic event is none. Therefore, subsurface conditions do not warrant additional mitigation techniques relating to seismic hazards. 7.3 Landslide Hazard Based on the level ground of the site, there is no landslide hazard to be expected in this site. 8.0 Geotechnical Special Inspection The construction of the proposed development in this site involves several aspects of the geotechnical engineering that are considered to be critical for the successful completion of the project and continue that throughout the project life. Therefore, PGE recommends that the following geotechnical special inspection services to be performed during the construction of the proposed development. According to PGE, the following items should be considered as a minimum but not limited to. • A professional geotechnical engineer should be retained to provide geotechnical consultation, material testing, and construction monitoring services during the construction of the project. • A pre -construction meeting should be held on -site to discuss the geotechnical aspects of the development and the special inspection services to be performed during the construction. • The site preparation activities including but not limited to stripping, cut and filling, final subgrade preparation for foundation, floor slab, paved driveway be monitored by a geotechnical engineer or his representative under the engineer's supervision. • A list of the possible items that require special geotechnical inspection and approval by the geotechnical engineer is as follows: (i) Stripping of topsoils. (ii) Removal of unsuitable fill soils. (iii) Compaction and proofrolling of any exposed subgrades that are intended to provide direct support for new construction and/or require new fills. PGEPacific Geo Englneerinj 00.0.0.,••••1....d... Geotechnical Engineering Study Choix Residence She 5116, South I42nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 19 of 22 (iv) Any structural fills to be used in this site, and structural fills placement and its compaction. (v) The temporary or permanent excavation inclinations and excavation stability. (vi) The footing bearing materials, bearing capacity value, and the embedment depth of the footing prior to placing forms and rebars. (vii) Subgrade preparation for soil supported slab -on -grade floors. (viii) Subgrade preparation for paved driveway. (ix) The installation of drainage systems such as footing excavation drain and footing drain, and daylighting of such drains and downspout or roof drains. (xi) Bedding and the backfilling materials, and backfilling of utility lines. (xii) Buffer distances from the vegetation clearing limit and the vegetation clearing limit. (xiii) The installation and functioning of the temporary and permanent erosion and sedimentation control plan. (xv) Any other items specified in the approved project plans to be prepared by other consultants relevant to the geotechnical aspect of the project. 9.0 Additional Services Additional services described below can be performed by PGE in the event the project requires such services. These services will be performed upon written authorization of the client or the civil engineer, and with additional cost to perform such services, under a separate contract between PGE and the client. 9.1 Design Phase Engineering Services • As the geotechnical engineer of record for the proposed development, at owner's option, PGE can perform a review of the final project plans and specifications to verify that the geotechnical recommendations of this report have been properly interpreted and incorporated into the project final design and specifications, and that the impact of the final site grades, the proposed building and its footing, and any other structure. As the geotechnical engineer of record for the proposed development, at owner's option, PGE can perform a review of the final project plans and specifications to verify that the geotechnical recommendations of this report have been properly interpreted and incorporated into the project final design and specifications, and that the impact of the final site grades, the proposed building and its footing, and any other structure like the retaining wall on the final slopes and the adjacent properties. P rad Engineering Orimeti• imaidges Geotechnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County, WA Project No. 19-568 April 2, 2019 Page 20 of 22 9.2 Construction -time Testing and Inspection As the geotechnical engineer of record for the proposed development, at owner's option, PGE can provide geotechnical consultation, material testing, and construction monitoring services during the construction of the project described earlier in Section 6.2.12 of this report. These services are important for the project to confirm that the earthwork and the general site development are in compliance with the general intent of design concepts, specifications, and the geotechnical recommendations presented in this report. Also, participation of PGE during the construction will help PGE engineers to make on -site engineering decisions in the event that any variations in subsurface conditions are encountered or any revisions in design and plan are made. PGE can assist the owner before construction begins to develop an appropriate monitoring and testing plan to aid in accomplishing a fast and cost-effective construction process. 10.0 Report Limitations The evaluation and recommendations presented in this report are based upon the information available from our subsurface explorations, and the project details furnished by Mr. Choix. The study was performed using a mutually agreed -upon scope of work between PGE and Mr. Antonio Choix, which is presented in this report. It should be noted that PGE cannot take the responsibility regarding thc accuracy of the information available from other consultant. If any of the information considered during the preparation of this report is not correct or if there are any revisions to the final plans of this project, PGE should be notified immediately of such information and the revisions so that necessary amendment of our geotechnical recommendations can be made. If such information and revisions are not notified to PGE, no responsibility should be implied on PGE for the impact of such information and the revisions on the project. Variations in soil and groundwater conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and the extent of variations in soil and groundwater conditions may not be evident until construction occurs. If any soil and groundwater conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations if there are any changes in the project scope. This report may be used only by the client and for the purposes stated. within a reasonable time from its issuance. Land use, site conditions (both off and on -site), or others factors including advances in PGEPadflc Goo Englnee ng ...d....k.11Imftswelve, [magi Ismodkm Geotcchnical Engineering Study Choix Residence Site 5116, South 142nd Si. Tukwila, King County. WA Project No. 19-568 April 2, 2019 Page 21 of 22 our understanding of applied science. may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PGE should be notified if the project is delayed by more than 24 months from the date of this report so that we may review to determine that the conclusions and recommendations of this report remain applicable to the changed conditions. The scope of our work does not include services related to construction safety precautions, Our recommendations are not intended to direct the contractors' method, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. This report including its evaluation, conclusions, specifications, recommendations, or professional advice has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted professional geotechnical engineering practices in the local areas at the time this report was written. No warranty, express or implied, is made. This report is the property of our client Mr. Antonio Choix, and has been prepared for the exclusive use of our client and its authorized representatives for the specific application to the proposed development at the subject site in Tukwila, Washington. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PGE of such intended use and for permission to copy this report. Based on the intended use of the report, PGE may require that additional work be performed and that and updated report be reissued. Noncompliance with any of these requirements will release PGE from any liability resulting from the use of this report. If there is a substantial lapse of time between the submission of this report and the start of the proposed construction work, or if the present conditions of the site changes during the lapsed time due to natural causes or construction activity at or adjacent to the site, it is recommended that this report be reviewed to determine that the conclusions and recommendations of this report remain applicable to the changed conditions. pG EPecific Geo Engineering • am",.. Geotcchnical Engineering Study Choix Residence Site 5116, South 142nd St. Tukwila, King County. WA Project No. 19-568 April 2, 2019 Page 22 of 22 Closure We trust the information presented in this report is sufficient for your current needs. We appreciate the opportunity to provide the geotechnical services at this phase of the project and look forward to continued participation during the design and construction phase of this project. Should you have any questions or concerns, which have not been addressed, or if we may be of additional assistance, please do not hesitate to call us at 425-643-2616 or 425-218-9316. Respectfully submitted, Sami- Ktr-Lo Santanu Mowar, MSCE, P.E. pGrPadfic Geo Engineering issinsWalme Laftworgin, Caarelow I roirsellm DAGeotechnical12019-proj119-568 Attachments: Figure I - Site & Exploration Plan Appendix A — Soil Test Pit Logs 01- 01-2020 oA-62-19 MECRIFItti Lott 11wpolonacil lWI COLEGACNES MCA ozotv ki Ininiteardel h Vim IIruI. Recadt ofterOwn, %Opt 1.19101f011 *dam **du bbir SONO d ersdnimaardiiidlist llwaS1191700VolonpliebitLtoolia61141.11.604 liaroN001111, pnwithiEntikididila16,16120 WI billion's 141.6 Lflormid impi100111.6022 hot 116 tbrthosi Canstdai Lat 6 lAcci 6 wormy %VW 110 iw PO/ROF BEGINNK (Corar010,61000/4 MELT MORO 414130.0141p4/44/04110.144d 111/%12144P1110.11114.13111114/111% •41144114114.4.4.az • 811E FUNN715; 44 01,444.44414114.41141,1141111444. /141101411r.41U/14441144104110 141 40014140:41.141441441.11%0 ationgsoretommommitwo 4411X1404141111444011181/44141414 1.13410401611411MalattraP*1114111 /4441011141M/441111114g011174$744 IMO ChillIMAMIRPSWIIVIM 11211/1111111114* Figure I - SITE & EXPLORATION PLAN Not to Scale Date of Excavation 0311512019 SQII. TEST PIT Log - TP-1 Surface Elev. Ft Soli Layer Depth Soli Layer Descriptions USCS Soil Class Test Pit & Sample Nos. Sample Depth Laboratory Test Results Test Pit Width Test Pit Depth Moist. Content - #200 Sieve 2 ft 0,ft 2 ft I 0 1,5 ft -2,5 ft 2.5 ft - 6 ft Topsoils & Root zone - Drk. Bm, Silt, w! roots & Organics; Moist; Loose; ® Olive 8m,, Mottled, Silt (mostly in weakly sedimented chunks) wi small to med, size Gravels; V, Moist, Med. Dense ® Olive Bm., Mottled, Silt (mostly In weakly sedlmented chunks) wl small to med. Size Gravels, & Bluish Gray Silt; Moist, Dense ML ML S-1 6-2 @ 2,0 ft @ 4.0 ft 24.3% 18.9% 64,6 % 76,1 % 1 , , , Notes • Test Pit Location See Figure 1, Site & Mottling Depth 1.5104 ft Exploration plan Ground Cover Lawn Grass GWT/Perched WaterNone observed Seepage Depth Test Pit Depth Approx. 5 ft Cave In Depth None encountered Permeability Because of high fines content in soil layer 2 & 3, permeability Is almost nil in these layers Figure A.1 Not to Scale Project — Choix Residence Tukwila, WA Project No. — 19-568 riincific Goo honoring L aliarerostoliarnisdi Date of Excavation 03115/2019 SOIL TEST PIT LO S JP-Z Surface Elev, Ft, Soil Layer Depth Soli Layer Descriptions USCS Soil Class Test Pit & Sample Nos. Sample Depth Laboratory Test Results Test Pit Width Test Pit Depth Moist. Content .4200 Sieve - 2 ft O ft 2 ft i 0 ft — 0-15 it O Topsoils & Root zone - Dlr. 8m, Silt, wl roots & Organics; Moist; Loose; (Heavy Root Zone) ' l — 0.5 ft r 1ft —1,5 ft 1.5 ft - 5ft 2 Olive Bm., Mottled, Silt (mostly In weakly sedimented chunks) wl small to med. slze Gravels; V. Moist, Med. ML S•1 (4 2.0 ft 25.4% 61.2 % ! 2 ft .— 2,5 ft Dense .......... 3 ft Seepag$level — --� -- — 3.5 ft ............ ......,.. G, ., ,.,.... 4 ft 4,5 ft ,,....,.,..;...:.. ....:..,,..........,... — 5ft — 5,5ft — 6.5ft 7ft — 7,6 ft — 8ft — 8.5ft ............................v.....,..,.-. — 9ft — 9,5ft —10 ft-- Notes • Test Pit Location See Figure 1, Site & Exploration plan Mottling Depth 1,5 to 5 ft Ground Cover Grass GWT/Perched Water Seepage Depth Minor seepage @ 3,5 ft below grade from north excavation face of test pit Test Pit Depth Approx. 5 ft Cave In Depth None encountered Permeability Because of high fines content in soil layer 2, permeability is almost nil in this layer Figure A-2 Not to Scale Project - Choix Residence Tukwila, WA Project No, -19.568 padii�GeoFr►g ee ng Mrrw,IMtMe arillr � aiw�r Date of Excavation 0311512019 SQIL TEST PIT LOOS - TP-3 Surface Elev, Ft, Soil Layer Depth P Soil Layer Descriptions USCS Soil Class Test Pit 8 Sample Nos. Sample Depth Laboratory Test Results Test Pit Width Test Pit Depth Mplg�, Content • 8200 Sieve 2ft Oft 2ft _ 0 ft — ; 4 ft Q Uncontrolled Fills - Decayed wood debris, roots, concrete chunks (`1 — 0,5 ft _ 1 ft —1,5 ft <,.. — 2ft —• 2.5ft aft I -- 3,5 ft Seepage level ........,....,: — 4 ft 4 ft- 5ft t1 Olive 8m,, Mottled, Silt (mostly in weakly sedimented chunks) wl small to med. size Gravels; V. Moist, Med. — 4.6 ft — 5 ft Dense �•• 5.5 ft Eft —5,5ft ..a...... . ...._.... _ -- 7ft — 7.5 ft •.8ft 5ft gft —9.5ft --10 ft— Notes • Test Pit Location See Figure 1, Site Exploration plan Mottling Depth 1,5 to 5 ft Ground Cover Grass GWTlPerched Water Seepage Depth Heavy seepage encountered 4 ft below grade Test Pit Depth App►ox, 5 ft Cave In Depth Within the fill zone between 0 to 4 ft Permeability Because of high fines content In soil layer 2, permeability is almost nil in this layer Figure A•3 Not to Scale Project — Choix Residence Tukwila, WA Project No. —19.568 pOptific Gtto E IsleigebbilaCmilvlMat Pacific Geo Engineering Geotechnical Engineering, Consulting & Inspection KEY TO EXPLORATION LOGS Sample Descriptions: Classification of soils in this report is based on visual field and laboratory Observations, which include density/consistency, moisture condition, grain size, and plasticity estimates, and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual classification methods in accordance with ASTM D-2488 were used as an identification guide. Where laboratory data available, soil classifications are in general accordance with ASTM 02487. Soil density/consistency in borings is related primarily to the Standard Penetration Resistance values. Soil density/consistency in test pits is estimated based on visual observations of excavations, Undrained shear strength = % unconfined compression strength. RELATIVE DENSITY OR CONSITENCY VS. SPT N-VALUE COARSE GRAINED SOILS: SAND OR GRAVEL FINE GRAINED SOILS: SILT OR CLAY Density N (Blows/ft.) ' Approx. Relative Density (%) Consistency N (Blows/ft.) 1 Approx. Undrained Shear Strength (psf) Very Loose 0 — 4 5 Very Soft 0 2 0 Loose 4 —10 15-35 S . 2 4 0 —500 Medium Dense 10 — 30 5 — 65 Medium Stiff 4 — 8 500 — 1000 Dense 30 — 50 65 - 85 Stiff 8 — 15 1000 — 2000 Very Dense >50 85 — 100 Very Stiff Hard 15 — 30 > 50 2000 — 4000 > 4000 MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table DESCRIPTIONS FOR SOIL STRATA AND STRUCTURE General Thickness or Spacing Structure General Attitude Parting < 1/16 in Pocket Erratic, discontinuous deposit of mited extent Near Horizontal 0 - 10 deg Seam 1 1/16 - 1/2 in Lens Lenticular deposit Low Angle 10 - 45 deg Layer 1/7 - 12 in Varved Alternating seams of silt and clay High Angle 45 - 80 deg Stratum > 12 in Laminated Alternating seams Near Vertical 80 - 90 deg Scattered < 1 per ft Interbedded Alternating Layers Numerous > 1 per ft Fractured Breaks easily along definite fractured planes Slickensided Polished, glossy, fractured planes Blocky, Diced Breaks easily into small angular lumps Sheared Disturbed texture, mix of strengths Homogeneous Same color and appearance throughout Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Single Family Residence Tukwilla Washington Dennis Riebe 1123 Maple Ave SW #270 Renton (425)226-5344 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 he permit applicant. number of additional credits are ck,...c,,Iced as c osen Authorized Representative I , All Climate Zones R-Valuea U-Factora Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°.° n/a n/a Ceilingk 49' 0.026 Wood Frame Wallg'rn'n 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall"n 10/15/21 int + TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date REVIEWED FOR CODE COMPLIANCE APPROVED MAY 01 2020 City of Tukwila BUILDING DIVISION I Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits fl 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. 17.712. 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. 03. 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 0 tion Description Credit s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions t n LJ LI LJ F71 111 LI I*1200 kwh tat Y OF ilit:MLA APR 12 2019 PERAIIT CENT 0.5 1.0 0.5 1.5 0.0 3.50 TableR402'1'1 Footnotes ForS(: 1 foot .= 304.8 rnnm' ci .= continuous insulation, int = intermediate framing. " R-valuesame minimums. U-factorsand SHGCare 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 "lO/15/21.+T13" means R-10continumus 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 dab and the basement ma'|| at the interior of the basement xva||. "10/16/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement vva|| plus R'S continuous insulation on the interior or exterior of the wall. "10/13" means R-18 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. 'TB" means thermal break between floor slab and basement wva u HF10oontinuous insulation is required under heated slab ongrade floors. See R402'2.9.1. =7-here are no SHGC requirements in the Marine Zone. ' Reserved. u Reserved. o Reserved. / The second R-value applies when more than half the insulation is on the interior of the mass wall. 'Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. /Reserxad. M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minir TablmR402,1'3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as spec .4F QUOTE BFS Arlington 20815 67th Ave NE Arlington Wa 98223 P: 360-925-4155 F: 360-925-4140 TMEET Dale H Quote COD ACC# 500-99921-5 T 0 s H T 0 5116 s 142nd st Tukwila, WA 98068 REQ. QUOTE DATE 03/22/19 ORDER DATE / / DELIVERY DATE / DATE 03/28/19 PAGE 1 ORDER # QUOTE # B1901306 CUSTOMER ACCT # 000000057 DATE OF INVOICE 1 / / CUSTOMER PO # ORDERED BY SUPERINTENDANT JOBSITE PHONE # INVOICE # TERMS TRUSS SALES REP DESIGN I.D. Pre -Pay Dale Hanson Juan Carlos JOB NAME:ANTONIO CHOIX MODEL: house and ADU unit AG: roof DELIVERY INSTRUCTIONS: NTONIO CHOIX <achoix253@msn.com> 6-948-8548 LUMBER SALES REP SUBDIV: LOT: CATEGORY: ROOF SPECIAL INSTRUCTIONS: Need perrnit floor and roof drawings to get permit BUILDING DEPARTMEN Res -Non -Repeat BY DATE OVERHANG INFO HEEL HEIGHT 00-05-14 REQ. LAYOUTS REQ. ENGINEERING QUOTE JCA 103/25/19 END CUT1 RETURN NONE , LAYOUT JCA 03/22/19 PLUMB 1 GABLE STUDS , 0 IN. OC JOBSITE 2 CUTTING 1 / / ROOF TRUSSES LOADING INFORMATION TELL-TCOL-BCLL-BCOL 25.0,10.0,0.0,8.0 TRESS INCR, 1.15 ROOF TRUSS SPACING:24,0 IN. O.C. (TYP.) Max Height 04-05-06 PROFILE QTYI PITCH TYPE ID BASE SPAN 0/A SPAN LUMBER OVERHANG CANTILEVER STUB HEEL HEIGHT PLY 1 TOP BOT TOP 1 BOT LEFT 1 RIGHT LEFT RIGHT LEFT 1 RIGHT LEFT j RIGHT 1 1 5.001 0.001 CALIFORNIA A01 . 30-00-14 30-00-14 ,2 X 4 2 X 6 r02-00-00 02-00-00 00-04-01 00-04-01 1 5.00 0.00 CALIFORNIA A01A 30-00-14 30-00-14 12 X 4 2 X 6 02-00-00 00-04-01 00-04-01 V.1 1 L 5.00 0.00 CALIFORNIA A02 30-00-14 i i 30-00-14 12 X 4 30-00-14 12 X 4 2 X 4 2 X 4 02-00-00 02-00-00 I 102-00-00 00-04-01 00-04-01 -] 1 5.00 0.001 CALIFORNIA A02A 30-00-14 1 00-04-01 00-04-01 1 5.00 0.001 CALIFORNIA A03 30-00-14 30-00-14] I 2 X 4 2 X 4,02-00-00 , 02-00-00 00-04-01 j00-04-01 1 5.00 iL 5.00 1 5.00 10 5.00 1 5.00 1 2 Plyj • CALIFORNIA 0.00 AO3A CALIFORNIA 0.00 A04 CALIFORNIA 0.00j AO4A COMMON 0.001 A05 CALIFORNIA 0.00 801 CALIFORNIA 5.00 0.001 802 1 COMMON 5.00j 0.00 803 30-00-14 30-00-14 2 X 4: 2 X 4 02-00-00 30-00-14 30-00-14 '2 X 4 2 X4 02-00-00 30-00-14 30-00-14 2 X 4 2 X 4 30-00-14 24-00-00 24-00-00 02-00-00 02-00-00 30-00-14 2 X 4 2 X 4102-00-00 02-00-00 24-00-00 2 X 4 2 X 6 02-00-00 102-00-00 1 24-00-00 12 X 4 2 X 4 02-00-00 02-00-00 24-00-00 24-00-00 12 X 412 X 4 02-00-00102-00-00 COMMON 5.000.00B04 24-00-00 1 24-00-00_2 X 4{ X 4 ,02-00-00 I 1 CALIFORNIA 0.00 B05 24-00-00 24-00-00 ;2 X 4 2 X 4 02-00-00 5.00 5.00 5.00 3.54 3.54 0.00 CALIFORNIA B06 24-00-00 24-00-0012 X 4 2 X 6 02-00-00 CALIFORNIA 0.00 CO1 14-05-081 14-05-08 j2X4 2 X 6 COMMON 0.00 001 0.00 0.00 0.00 0.00 COMMON D02 COMMON E01 CORNER HRA CORNER HRB 09-10-08 09-10-08 2 X 4 2 X 4 09-10-0809-10-08 12 X 4, 2 X 6 10-04-00 10-04-00 2 X 412 X 4 02-00-00 • 02-00-00 1 1 11-02-04 11-02-04 J 2 X 4 _103-00-15 09-11-07 02-00-00 11-02-04 1 11-02-04 2 X 4 03-00-15 , 05-07-14 blc1 oilo 00- -01 00-04-01 -01 1 00-04-01 DO-04-01 00-04-01 00-04-01 00-04-01 00-04-01 00-04-01 00-04-01 D0-04-01 00-04-01 00-04-01 00-04-01 -04-01 00-04-01 00-04-04 ApR 1)2020418 00-04-01 PERMIT CENTER Builders BFS Arlington FirstSotnte 20815 67th Ave NE Arlington Wa 98223 P: 360-925-4155 F: 360-925-4140 QUOTE Dale H Quote s 2 COD ACC# 500-99921-5 T DATE 03/28/19 PAGE 2 REQ. QUOTE DATE 03/22/19 ORDER # ORDER DATE / / QUOTE # B1901306 DELIVERY DATE / / CUSTOMER ACCT # I 000000057 DATE OF INVOICE / / CUSTOMER PO # ORDERED BY INVOICE # SUPERINTENDANT TERMS Pre -Pay TRUSS SALES REP Dale Hanson JOBSITE PHONE # DESIGN I.D. Juan Carlos JOB NAME:ANTONIO CHOIX MODEL: house and ADU unit TAG: roof LUMBER SALES REP SUBDIV: LOT: CATEGORY: ROOF s T 0 5116s142nd st Tukwila, WA 98068 DELIVERY INSTRUCTIONS: ANTONIO CHOIX <achoix253@msn.com> 206-948-8548 SPECIAL INSTRUCTIONS: Need permit floor and roof drawings to get permit BUILDING DEPARTPAEN Res -Non -Repeat BY DAT OVERHANG INFO HEEL HEIGHT : 00-05-14 REQ. LAYOUTS REQ. ENGINEERING QUOTE JCA p3/25/19 ENO CUT RETURN NONE LAYOUT JCA 03/22/19 PLUMB 1 GABLE STUDS 0 IN. OC JOBSITE 2 CUTTING / / ROOF TRUSSES LOADING INFORMATION TCLL-TCDL-BCLL-SCDL STRESS INCR. 25.0,10.00.08.0 1.15 ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) Max Height 04-02-07 PROFILE QTY PITCH TYPE ID BASE SPAN I OIA SPAN LUMBER OVERHANG CANTILEVER STUB HEEL HEIGHT PLY TOP BOT TOP I BOT LEFT 1 RIGHT LEFT RIGHT LEFT RIGHT LEFT 1 RIGHT ...---...' 2 3.54 CORNER 0.00 HRRNcE R 05-01-08 05-01-08 2 X 4 103-00-15 05-00-07 00-04-01 00-04-01 7 5001 5.00 0.00 0.00 JACK -OPEN J01 JACK -OPEN J02 JACK -OPEN J03 JACK -OPEN J04 . , 01-10-15 03-10-15 __..,0 05-10-15 07-10-15 01-10-15,12 - 5 05-10-15 X ‘V 2 X 4 2 X 4' 2 X 4 , 12 X 42 X 4 02-00-00.106-01-01 02-00-00 02-00-00 00-04-01 00-03-08 ______ 7 04-01-01 02-01-01 00-04-01 00-03-08 ] 7 8 5001 0.00 1 5.000.00 00-04-01 00-03-08 I 07-10-15 !2 X 4 2 X 4 02-00-00 00-01-01 00-04-01 00-03-08 4 5.001 0.001i JACK -OPEN J05 JACK -OPEN J06 08-00-00 08-00-00 2 X 4 , I 05-00-0012 X 4 2 X 4 2 X 4 02-00-00 401-1 02-00-00 0-15 00-04-01 00-04-07 5.00 0.00 08-00-00 03-10-15 00-04-01 00-04-07 4 5.00 0.00 JACK -OPEN J07 08-00-00 08-06-00 2 X 4; 2 X 4 02-00-00 05-10-15 00-04-01 00-04-07 2 1 5.00 0.00 JACK -OPEN J08 07-02-00 07-02-00 05-10-01 2 X 4 2 X 4 2 X 4I 2 X 4]102-00-00 2 X 4,02-00-00 2 X 4 I ,00-10-00 02-00-00 02-01-15 00-04-01 00-03-08 5.00 5.00 0.00] 0.00 JACK -OPEN J09 05-10-01 00-04-01 00-03-08 2 JACK -OPEN J10 01-10-15 01-10-15 01-09-01 00-04-01 00-03-08 2 5.001 0.00 JACK -OPEN J11 i 03-08-00 03-08-002 X41 2 X 4 ,02-00-00 00-02-15 00-04-01 00-04-07 1 5 5.00] 0,00 5.001 0.00 JACK -OPEN J12 03-08-00 03-06-00 2 X 4 03-08-00 2 X 4 2 X 4 2 X 4 02-00-00 02-02-15 00-04-01 00-04-07 JACK -OPEN J13 03-08-00 02-00-00 03-04-15 j 1 00-04-01 00-04-07 2 5.00 0.00 JACK -OPEN J14 08-00-00 08-00-00 2 X 4 2 X 4 02-00-00 03-10-03 1 00-04-01 00-04-07 L 8 5.00 0.00 0.001_ JACK -OPEN S01 01-10-15 01-10-15 2 X 4]2 X 4 2 X 4 2 X 4 02-00-00 00-01-01 00-04-01 00-03-08 5.001 JACK -OPEN SO2 JACK -OPEN S03 1 02-00-00 02-00-00 02-00-00 2 X 4 02-00-00 2 X 4 02-00-00 01-10-15 , 02-00-00 03-10-15 00-04-01 00-04-07 6 5.00! 0.00 00-04-01 00-04-07 1 5.001 0.00 JACK -OPEN SO4 02-00-00 02-00-00 2 X 412 X 4l -00-01-01 1 00-04-01 00-03-08 1 5.00 5.001 0.00 0.00 JACK -OPEN S05 JACK -OPEN S06 1 02-00-00 02-00-00 ,2 X 4, 2 X 4 02-00-00 1 02-00-00 2 X 4 2 X 4 1 0 -10-15 103-10-15 00-04-01 00-04-07 1 00-04-01 00-04-07 HEEL HEIGHT imo Bidders BFS Arlington 41FrStSOUrCe 20815 67th Ave NE Arlington Wa 98223 P: 360-925-4155 F: 360-925-4140 QUOTE Dale H Quote COD ACC# 500-99921-5 T DATE 03/28/19 PAGE 3 REQ. QUOTE DATE 03/22/19 ORDER # ORDER DATE / QUOTE # B1901306 DELIVERY DATE DATE OF INVOICE / CUSTOMER ACCT # 000000057 CUSTOMER PO # ORDERED BY INVOICE # SUPERINTENDANT TERMS Pre -Pay TRUSS SALES REP IDale Hanson JOBSITE PHONE # DESIGN I.D. Juan Carlos JOB NAME:ANTONIO CHOIX MODEL: house and ADU unit TAG: roof LUMBER SALES REP SUBDIV: LOT: CATEGORY: ROOF T 5116 s 142nd st Tukwila, WA 98068 DELIVERY INSTRUCTIONS: ANTONIO CHOIX <achoix253@msn,00rn> 206-948-8548 SPECIAL INSTRUCTIONS: Need permit floor and roof drawings to get permit BUILDING DEPARTMEN Res -Non -Repeat ITEMS DATE OVERHANG INFO HEEL HEIGHT I 00-05-14 REQ. LAYOUTS REQ. ENGINEERING QUOTE JCA 103/25/19 END CUT RETURN NONE LAYOUT JCA 03/22/19 PLUMB GABLE STUDS I 0 IN. OC JOBSITE i 2 CUTTING I / / HEEL HEIGHT QTY 1 ITEM TYPE C60 MISC C60 STOCK 7 C60 STOCK SIZE 2 x 4 Vent Slack Simpson HUS26 Simpson LUS24 LENGTH FT-IN-16 PART NUMBER (SUBJECT TO BUILDERS FIRSTSOURCE TERMS AND CONDITIONS OF SALE) ACCEPTED BY SELLER BY: DATE OF ACCEPTANCE: ACCEPTED BY BUYER PURCHASER: BY: ADDRESS: PHONE: TITLE: DATE: NOTES 'TAX NOT INCLUDED so o6 GRAND TOTAL $6,442.00 Site specific sale tax must be added: if applicable. Frrrernis 4 sakent to shop tr:froving appoded. fine lareprints mast be suibmitted unior faindicadon. Shoe:4 there be any sharta;es inroonsishendes Whatsoever. 'fft this Shipment modify BFS ,4111, 2,4 hours, 'ft.?: ddivery no:pines :ere; driveway 07 erten; private pespely„, AC 40 so Arf:DUR OWN tii5S and he WU NOT Rapanzu lades driveways Cr any Otilfe dassars that may nesue. fie:4 bracing & instariaterr ii:07 the fesponsibiirity of the tress faisizatce 7ness desiper non peer rnanefacterer. Design permarent braces is the nesponsibriiity of tire BISI;314.17 carci and not the tess fahti=tor 4AftSUTPi en=torfs) =seemed to smk profersiond adribe temponary bracing irate* 44,:•,..r. pee-. inent topairma dorninerts dune; erertioni and permanent bode% nvinicii may be fecteined sonniik appiimtions, Refer to Siirue I I I? swine; sheet and f-Cii-I-1031- tf,ViC fr.VieliVei tneliet,e4 thWiirtrI sod the t anost. r have compared there drasimp to my appeared site doeinp am-d confirm osmrvebirity. Dimensions, orenhanp, sechm, roue iscations, MO heights, wind road SMCW044 and tress prefies art di denneet, Dere 4 adequate access for a osinisimadon totter osier to ext theio ift for denote,. guarantee an open area 24:: unlit ronq kv7001, 25i of the structere„ Cee fpwan ;'.i;pla,, metrial 431,:mbelt,f fiyeatv4: and other Obstructions fro tr..i1K steep. appmrve these enzheremil truss drawittp and V.a.= 'eyes* for rename to pradastort, nes quote setaidt Sitreeed ores tense, no retainers diorite, THIS QUOTE IS NULL AND VOID IF NOT AGREED TO WITHIN THIRTY DAYS CRANE TIME POLICY Single set and/or additional crane time if available is @ $300.00 per hour and MUST BE SCHEDULED IN ADVANCE. Unscheduled crane time is subject to availability and will be charged @ $500.00 per hour. Builders FirstSource Truss reserves the rights to ground drop product due to unsafe or impractical jobsite conditions. fj 50-00-00 871 9 c9, 1 '166 8-0 6- 30 24-0G-00 iluisTisrissib,Tusirs 13-08-00 1105(10) 25-02-08 (2) ": 4 + t: • 11-06-06 %,,i4S244% HL)826 (3) 14-05-08 I J05 , 3 1 9, 2-09-06 —1- :31 50-00-00 PITCH 5/12 TYP UNO Product Qty --2x4 Vent Block 16L 4 Truss loft end indicator. HANGER SCHEDULE DUAN-1±L_l- ir _HANGER CARRYING CARRIED MEMBER MEMBER _ USE 100X1 142"NAILS 6 SINGLE PLY CARRYINO MEMBER OP CLINCH 31 NAILS ON BACKSIDE OF GIRDER 1-11.15251-160 116D LUS24 4-100 2-100 Builders FirstSourre w""' Dale H Quote 03/21/2019 DRAWN 111' jcA tIou< 3360063rANTONIO CHOIX 8190 4-00PKA, 5116 s 142nd st, Tukwila, WA, 98068 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DAIS, 'fltIS IS A TRUSS istriSCRAIRST ITISORAM MST These sums nie desigsed as individual buirriiirg components ta be incorporated into the .ilding design it/ the specification of the building designer. See the individual design Ihriss for each truss Asrign identified on the placement drawing. The building dersigner is respessible fur temporary and pgrrusserr Issuing uf dug sisr and floor truism isnir overull onus . The nflu btosts ncludirvg hearas . ',Iris ishr sciponrihlily if the6 et For general rogroding bus g. anvil %raring of wood SlISSer'i fo4f13410 Amy the Truss Mit 3n**n*to 337 VSIrtifilo Drive' Madison VT lT9 MiTek USA Inc. 25OK|ugCircle Corona, CA9288O 951-245-9525 Re: B1901306 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my directsupervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages msheets covered by this seal: K5886183thru K5886197 My license renewal date for the state of Washington is September 28, 2019. March 25,2019 Xiaorning IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown onreferenced truss drawings. Parameters have not been verified aaappropriate for any use. Any location identification specified ia for file reference only and has not been used inpreparing design, Suitability oftruss designs for any particular building iethe responsibility ofthe building designer, not the Truss Engineer, perANS|/TP|'1. Chopter3. Job Truss 'Truss Type lQ1y Ply ANTON 0 CHOIX K5886183 1 B1901306 FT01 FLOOR SUPPORTED GABL 1 1 Job Reference (dptior Builders FirstSource (ArliniOn, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:46 2019 Page 1 ID:dig8BT5ogYe7dJ2edjuJ1bzYSPx-fizVluslZ2FuqyhTmDa9jhMLXoLzIpgNcoV?_VV8zXLmd 2 3 4 5 6 7 29 26 27 26 25 24 23 22 Platepffsets (X,Y)— :Edge,0-0-121_ LOADING (psf) TCLL 40,0 TCDL 10.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 3x6 FP 3x6 FP = 3x4 = 9 10 21 20 19 26-4-0 26-4-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.00 TC 0.17 Lumber DOL 1.00 BC 0,04 Rep Stress Incr YES WB 0.03 Code IRC2015TTP12014 , Matrix-R 2x4 HF No.2(flat) 2x4 HF No.2(flat) 2x4 HF No.2(flat) 2x4 HF No.2(flat) 11 18 12 17 DEFL. in (loc) IIdef1 Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0,00 15 n/a 16 Scale = 1:43.4 3x6 14 30 15 3x6 PLATES GRIP MT20 185/148 Weight: 84 Ib FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 26-4-0. (Ib) - Max Grav All reactions 250 Ib or less at joint(s) 29, 15, 28, 27, 26, 25, 24, 22, 21, 20, 19, 18, 17, 16 FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1,5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. A, WARNING Verify design poremeran: end READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE h011-7473 rev. I 0103,10 15 BEFORE USE, Design valid for use only with MiTek9i connectors. This design is based only upon parameters shown, and Is for an individual building component, not a hiss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adddional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7711 Quality CrIterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,20 9 Wei( 250 Klug Circle Corona, CA 92880 iJob I ' 131901306 !Truss IFT02 Truss Type FLOOR CIty 5 Ply ANTONIO CHOIX K5886184 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, Job Reference joational) 8. 40 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 1538:47 2019 Page 1 10:dfgB5T5ogYe7dJ2edjuJ1bzYSPx-H9385CmBpZ0hartzmIgyEZuXql3nY3Wm0910(3azXLmc 2-6-0 1-6-0 2-1-0 1-6-0 2-4-8 0-1343 1 4x8 = 2 3x4 = 4 5 23 22 21 20 19 3x6 = 3x8 = 3x6 FP = 3x6 7-10-8 7-10,8 4x8 = 6 9-6-0 _ 14-1-12 4-7-12 0-1-8 4x6 = 3x6 FP = 7 8 9 17 4x12 3x4 = 10 16 1 15 3x6 18-4-0 14-2-8 15-10-0 17-7-0, 26-4-0 0-0112 2-7-8 0-9-013-40 8-0-0 Plate Offsets (X Y)- [1:Edge 0-0-121 14:0-1-8,Edge1R0-1-8tEdge),110:0-1-8,Edgtj,_ 20:0-1-8,Edge] — . LOADING (ps1) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.85 BC 0.99 WB 0.29 Matrix-SH 3x8 12 DEFL. in (loc) 1/dell id Vert(LL) -0.23 15-16 >636 360 Vert(CT) -0.30 15-16 >480 240 Horz(CT) 0.06 14 nta n/a Scale = 143.7 3x6 13 24 0. 14 3x10 PLATES GRIP MT20 185/148 Weight: 106 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied. REACTIONS. (Ib/size) 18=1462/0-3-8, 23=762/0-5-8, 14=633/0-3-8 Max Grav 18=1462(LC 1), 23=775(LC 10), 14=661(LC 7) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1914/0, 3-4=-1914/0, 4-5=-189110, 5-6=-1891/0, 6-7=-121/335, 7-9=-121/335, 9-10=-1261/0, 10-11-1554/0, 11-12=-1554/0 BOT CHORD 22-23=0/1214, 21-22=0/1891, 20-21=0/1891, 18-20=0/1219, 17-18=0/1261, 16-17=0/1261, 15-16=0/1261, 14-15=0/1059 WEBS 5-20=-336/0, 7-18=-268/0, 2-23=-1377/0, 2-22=0/794, 3-22=-317/0, 6-18=-1402/0, 6-20=0/901, 9-18=-1375/0, 12-14=-1179/0, 12-15=0/561, 11-15=-334/0, 10-15=0/459 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. A t Verify design paranserers and RE/40 NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IIIII-7413 rev. 10403/2015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Addltional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPI1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 219 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,20 9 250 Klug Circle Corona, CA 92880 Job ',Truss B190106 IFT03 , Truss Type FLOOR Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1 2-6-0 v 27 26 25 24 23 22 21 20 3x4 = 3x6 = 4x12 - 3x6 FP = 4x8 1-6-0 H1-118 4x8 _ 3x4 = 3x6 = 4x6 2 3 4 5 6 7 Oly Ply 1 ANTONIO CHOIX Job Reference (optional' K5886185 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:4B 2019 Page 1 ID:dtgBBT5ggYe7dJ2edjuJ1 bzYSPx-mMcWJYnpas8YB?c9K?BBmnQj88QgHUbvFpU5b0zXLmb 1-6-0 111-2 14 4x8 3x6 FP = 8 9 14-1-12 7-10-8 7-10-8 9-4-8 8-7-8 14-1-12 18-10-0 '�9-0I- �____�.....m 4-9-4 2-8-4 0-9-0 5x8 10 11 19 18-4-0 17-7-0 0-9-0 18 5x8 3x4 -_ 12 13 17 3x8 30-0-14 11.8-14 4x8 = 14 7.7 I, Scale = 1:50.1 2615 16 3x6 = Plate OffsetskX,Y)- 1:Edge,0-0-12) j4:0-1-8,Ed_g_e], [5:0-1-8,Edge), (7:0-1-8,Ed9 ), [9:0-1-8,Ed_g a]110:0-1-8,EdgeJ j22:0-1-8,Edge] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.81 BC 0.93 WB 0.43 Matrix-SH DEFL. in (loc) 1/defl id Vert(LL) -0.26 18-19 >724 360 Vert(CT) -0.36 18-19 >535 240 Horz(CT) 0,06 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 126 Ib FT = 20%F, 11 Y.E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 8-15: 2x4 DF 1800F 1.6E(flat) except end verticals. BOT CHORD 2x4 HF No.2(flat) *Except* BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. 16-21: 2x4 DF 2400F 2.0E(flal) WEBS 2x4 HF No.2(flat) REACTIONS. (Ib/size) 16=819/0-5-8, 22=1760/0-3-8, 27=715/0-5-8 Max Gray 16=847(LC 7), 22=1760(LC 1), 27=732(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1757/0, 3-4=-1757/0, 4-5=-1625/0, 5-6=-638/24, 6-7=-638/24, 7-9=0/750, 9-10=-1428/0, 10-11=-2191/0, 11-12=-2191/0, 12-13=-2151/0, 13-14=-2151/0 BOT CHORD 26-27=0/1133, 25-26=0/1625, 24-25=0/1625, 23-24=0/1625, 22-23=-750/0, 20-22=0/1428, 19-20=0/1428, 18-19=0/1428, 17-18=0/2400, 16-17=0/1346 WEBS 9-20=0/425, 10-19=-536/0. 7-22=-916/0, 2-27=-1286/0, 2-26=0/708, 3-26=-326/0, 4-26=-72/305, 5-23=-1161/0, 6-23=-250/23, 7-23=0/1353, 9-22=-2067/0, 14-16=-1527/0, 14-17=0/914, 12-17=-283/12, 12-18=-313/0, 11-18=-423/0, 10-18=0/1194 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. y design parameters and READ NOTES ON THIS AND INCLUDED MITE* REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. ign valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. March 25,2019 Milek° 250 Hlug Circle Corona, CA 92880 Job 81901'306 Builders FirstSource (Arlin 2-6-0 Truss FT04 n, WA), Truss Type IQty FLOOR Ply 1 ANTONIO CHOIR K5866186 Job Reference (optional) Arlington, WA - 98223, 8,240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:49 2019 Page 1 I D:dfgBBT5ggYe7 dJ2edj uJ 1 bzYS Px-EYAu WtoS LAGPp8B LujjQJ_zvQYm70zp2 UTDe7TzXLma 8 H 1-6-0 1-9-14 I 1110. Scale = 1:50.2 3x4 4x8 = 3x4 = 3x6 = 4x6 = 3x6 FP = 3x4 = 2 3 4 5 6 7 8 9 10 11 12 13 14 2815 27 26 25 24 23 22 3x4 '=: 3x6 = 3x6 FP 4x8 14-1-12 7-10 7-10-8 20-4-2 9-4-8 8-7-8 0.9.0 4.1.12 Iul 21 20 19 18 3x4 = 3x8 -_ 4 18-4-0 19-10-017-7-0 20-4-2 0-9-0 3x6 17 3x6 ''_ 30-0-14 9-8-12 3x6 = 3x4 Plate Offsets (X,Y)- [1:Ed�c e,0-0-12],j4:0-1-8,Edge], [5:0-1-8,Edge],17:0-1-8,Edge], [9:0-1-8,Edge1 [10:0-1-8,EdsJ121:0-1-8,Edge] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5,0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1,00 Rep Stress 'nor YES Code IRC2015/TP12014 CBI. TC 0.72 BC 0.93 WB 0,30 Matrix-SH DEFL. in (loc) Vdefl L/d Vert(LL) -0.21 25-26 >795 360 Vert(CT) -0.28 25-26 >607 240 Horz(CT) 0.03 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 120 Ib FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. All bearings 0-5-8 except (jt=length) 2 (Ib) - Max Gray All reactions 250 Ib or less 14) 8=0-3-8. except 16=493(LC 11), 21=1219(LC 3), 18=926(LC 14), 27=726(LC FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1734/0, 3-0=1734/0, 4-5=-1587/0, 5-6=-579/68, 6-7=-579168, 7-9=0/676, 9-10=-182/380, 10-11=0/539, 11-12=0/539, 12-13=-840/0, 13-14=-840/0 BOT CHORD 26-27=0/1122, 25-26=0/1587, 24-25=0/1587, 22-24=0/1587, 21-22=676/0, 20-21=-380/182, 19-20=-380/182, 18-19=-380/182, 17.18=-60/417, 16-17=0/689 WEBS 7-21=-946/0, 2-27=1273/0, 2-26=0/695, 3-26=-327/0, 4-26=-77/314, 5-22=-1191/0, 7-22=0/1254, 9-21=-512/0, 10-18=-394/0, 14-16=-782/0, 13-17=-253/0, 12-17=0/569, 12-18=876/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached 10 walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. March 25,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1.7473 rev. 10103R015 BEFORE USE, Design valid for use only with MiTele connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporale this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI,TPI1 Gustily enterle, osB-89 and SCSI Building Component Safety Information available from Truss Plate Instfute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Qty )Ply ANTONIO CHOIX K5886187 B19b1306 FT05 Truss Type FLOOR Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 2-6-0 3x4 = 4 1 lJob Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:50 2019 Page 1 I D:dfgB BT5ggYe7dJ2edjuJ 1 bzYSPx-ikkGkDp46UOGRImXSQ EfsC W4Xy6fIQ KCj7zBfvzXLm Z 1-6-0 1-11-3 5 4x8 '= 6 7 3x4 = 3x6 FP 9 1-6-0 1-10-14 3x4 10 Scale = 1:33.7 11 0 1' 3x6 7.10.8 7-10-8 19 18 17 16 3x8 = 3x6 = 3x6 FP = 9-6-0 9 4.8 0-9.0 0-1-8 14-0-4 4-6-4 141-0 16-8_81$-2-8 20-4-6 0.4='12 2-7-7-8�._......09.0 i 4-9-D-{ 2-1-14 3x4 Plate Offsets (X,Y)— (1:Edge,0-0-12], ]4:0-1-8,Edge), [WO-1-B,Edgelj10:0-1-8,Edg ], [17:0-1-8,Edge] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) CSI. TC 0.76 BC 0.91 WB 0.29 Matrix-SH REACTIONS. (Ib/size) 12=280/0-3-8, 15=1209/0-3-8, 20=738/0-4-0 Max Gray 12=313(LC 7), 15=1215(LC 9), 20=756(LC 10) DEFL. in (loc) I/defl Lid Vert(LL) -0.21 18-19 >786 360 Vert(CT) -0.28 18-19 >607 240 Horz(CT) 0.04 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 81 Ib FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-19. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1844/0, 3-4=-1844/0, 4-5=-1768/0, 5-6=-1768/0, 6-7=0/352, 7-9=0/352, 9-10=-327/0 BOT CHORD 19-20=0/1177, 18-19=0/1768, 17-18=0/1768, 15-17=0/1100, 14-15=0/327, 13-14=0/327, 12-13=0/327 WEBS 5-17=-346/0, 7-15=-293/0, 2-20=-1336/0, 2-19=0/756, 3-19=327/0, 4-19=-156/278, 6-15=-1379/0, 6-17=0/885, 9-15=-612/0, 10-12=394/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03r2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. March 25,2019 ik° 250 Klug Circle Corona, CA 92880 Job B1g01306 Truss FT05A Truss Type 1Q1y FLOOR Ply 1 ANTONIO CHOIX K5886188 ' Job Referencepptional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:51 2019 Page ID:d(gBBT5ogYe7d.12edjuJ1bzYSPx-AxlexZpitnVV625Lk?7luOP2FOMSpUtWLxmilCLzXL Y 2-6-0 3x6 4x8 2 20 3x8 3x4 = 4 1-6-0 2-1-0 I- 5 4x8 = 6 7 3x4 = 3x6 FP = 8 9 3x4 = 10 Scale = 1:33.7 11 12 [10 19 18 17 15 14 14-1-12 3x6 = 3x6 FP -= 4x12 = 3x4 9 6-0 7-10-8 8-7-8 9-4-6 14-1-12 14-2-8 15-10-0 17-7-0 18-4-0 20-5-14 7-10-8 0-9-0 0 9-0 4-7-12 0-02 2-7-8' 0-9-0 0-9-0 2-1-14 I 0-1-8 Plate Offsets,- 1:Edge,0-0-12],f4:0-1-8,Edga], [9:0-1-8,L:Valj10:0-1-8,EdgA,113:0-1-8,Edgejj18:0-1-8,Edgai LOADING (psf) TCLL 40,0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code IRC2015TTPI2014 CS!. TC 0.75 BC 0.92 WB 0.29 Matrix-SH DEFL. in (loc) 1/dell Lid Vert(LL) -0.22 19-20 >785 360 Vert(CT) -0.28 19-20 >608 240 Horz(CT) 0.04 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 81 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 13=281/0-3-8, 16=1223/0-3-8, 21=741/0-5-8 Max Grav 13=302(LC 7), 16=1227(LC 9), 21=759(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1855/0, 3-4=-1855/0, 4-5=-1787/0, 5-6=-1787/0, 6-7=0/378, 7-9=0/378, 9-10=-297/0 SOT CHORD 20-21=0/1183, 19-20=0/1787, 18-19=0/1787, 16-18=0/1080, 15-16=-0/297, 14-15=-0/297, 13-14=-0/297 WEBS 5-18=-344/0, 7-16=-290/0, 2-21=-1343/0, 2-20 ".lf763, 3-20=-327/0, 4-20=-164/275, 6-16=-1398/0, 6-18=0/914, 9-16=617/0, 10-13=-366/1 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1,5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails, Strongbacks to be attached to wails at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE 8511-7473 rev. 10/03,1015 13EFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TPII Quality Cdteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, March 25,20 9 250 Klug Circle Corona, CA 92880 Job Truss Qty Ply ANTONIO CHOIX K5886189 B1901306 FT06 Truss Type FLOOR Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1 2-6-0 3x6 4x8 2 3x8 3x4 4 14-1-12 1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:52 2019 Page 1 ID: dfgBBT5ggYe7dJ2edjuJ1bzYSPx-e7s19vgKe5ezgcwwZrG7xdbQ1 moODKmVAQSIkozXLmX 1-6-0 I-- 2-1-0 1-6-0 1-7-6 5 3x6 9-6-0 4x8 6 3x6 FP= 7 4x12 = 3x4 3x6 FP 8 9 3x4 = 10 7-10-8 8-7-8 9-4-8 II 14-1-12 14-2-8 16-10-0 ;17-7.0 115-4-0 I 20-2-6 7-10-8 0.9.0 ' 0-9-0 4-7-12 0-01412 2-7-8 0-9-0 0-9-0 1-10-6 0-1-8 Scale = 1:33.4 11 3x4 Plate Offsets (X,Y)— LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 1:Edge,0-0-121, [4:0-1-8,Edg.,19:0-1-8,Ed SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TPI2014 ] [10:0-1-8,Edg!] j17:0-1-8,Edge] CSI- TC 0.76 BC 0.92 WB 0.29 Matrix-SH DEFL. in (loc) 1/deft Lid Vert(LL) -0.22 18-19 >783 360 Vert(CT) -0.28 18-19 >606 240 Horz(CT) 0.03 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20%F, 11 e1 E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals, WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 12=246/Mechanical, 15=1223/0-3-8, 20=739/0-5-8 Max Gray 12=283(LC 7), 15=1227(LC 9), 20=757(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1847/0, 3-4=1847/0, 4-5=-1773/0, 5-6=-1773/0, 6-7=0/386, 7-9=0/386, 9-10=-265/6 BOT CHORD 19-20=0/1179, 18-19=0/1773, 17-18=0/1773, 15-17=0/1061, 14-15=-6/265, 13-14=-6/265, 12-13=-6/265 WEBS 5-17=-345/0, 7-15=-291/0, 2-20=-1338/0, 2-19=0/758, 3-19=-327/0, 4-19=-157/283, 6-15=-1399/0, 6-17=0/916, 9-15=-611/0, 10-120-338/8 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) All bearings are assumed to be -IF Stud/Std crushing capacity of 405 psi. 4) Refer to girder(s) for truss to truss connections, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. WARNING - Verity design parameters and READ NOTES ON TRIS AND INCLUDED MMTEK REFERENCE PAGE M167473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and propery incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Instilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,2019 MiTek' 250 Krug Circle Corona, CA 92850 Job B19b1306 Truss FT07 Truss Type FLOOR Qty '7 PN 1 ANTONIO CHOIX K5886190 Builders FirstSource (Arlington, WA), Arlington, WA - 96223, 1 2-6-0 1-6-0 { I 1-11-8 II 2-6-8 4x6 = 2 3x4 = 4x6 = 4 5 Job Reference (optional) 6.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:53 2019 Page 1 ID: dfgB BT5ggYe7dJ2edjuJ 1 bzYSPx-6JQPMFry0 Pmq ImV67YnMTg8bi98cyk9eP4BrGEzXLm W 5x12 = 4x6 = 34 FP = 6 7 8 9 1-7-8 4x6 = 3x6 FP = 3x4 = 10 11 12 13 14 15 4x12 = 16 Scale = 1:56.7 180 29 3x4 = 7-10-8 7-10-8 28 3x6 = 27 26 25 4x12 = 3x6 FP = 9-4-8 8-7-8 14-1-12 6-9-0 l 4-9-4 0-9-0 24 4x12 = 23 22 4x12 = 3x12 M18SHS FP = 21 20 3x4 19 4x8 23-6-0 22-0-0 22.9.0 34-0-0 7-10-4 0-9-0 10-6-0 0-9-0 Plate Offsets (X,Y)- [1:Edge,0-0-12j, j4:0-1-8,Edgej, [5:0-1-8,Edge],[7:0-1-8,Edgeji11:0-1-8,Edg51118:E LOADING (psf) TCLL 40.0 TCOL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD 2x4 DF 1800F 1.6E(flat) `Except* 22-25: 2x4 HF No.2(tlat) WEBS 2x4 HF No.2(flat) CSI. TC 0.76 BC 0.90 WB 0.47 Matrix-SH REACTIONS. (Ib/size) 18=973/0-5-8, 24=2141/0-3-8, 29=612/0-5-8 Max Gray 18=991(LC 7), 24=2141(LC 1), 29=710(LC 3) ge 18 4x6 = 8 j,12 0:0-1-8 , E d g e j j24:0-1-8 , Ed DEFL. in (loc) I/defl L/d Vert(LL) -0.41 19-20 >583 360 Vert(CT) -0.56 19-20 >412 240 Horz(CT) 0.07 18 n/a n/a PLATES GRIP MT20 185/148 M18SHS 185/148 Weight: 145 Ib FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1678/0, 3-4=-1678/0, 4-5=-1492/365, 5-6=-464/978, 6-7=-473/979, 7-9=0/1684, 9-10=-1993/0, 10-11=1993/0, 11-12=-3067/0, 12-14=-3067/0, 14-15=2696/0, 15-16=-2696/0 BOT CHORD 28-29=0/1093, 27-28=-365/1492, 26-27=-365/1492, 25-26=-365/1492, 24-25=-1684/0, 23-24=-87/597, 21-23=0/3067, 20-21=0/3067, 19-20=0/3203, 18-19=0/1624 WEBS 5-26=0/294, 7-24=-1024/0, 2-29=-1240/0, 2-28=-37/664, 3-28=-352/0, 4-28=0/623, 5-25=-1464/0, 7.25=0/1409, 11-23=-1308/0, 10-23=-261/53, 9-23=0/1633, 9-24=-2241/0, 16-18=-1842/0, 16-19=0/1217, 14-19=-575/0, 14.20=-422/243 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N711-7473 rev. t0'o37ZOt5 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 quality Crfterla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,2019 Wok' 250 Klug Circle Corona, CA 92880 Job 181901306 Truss FT08 Truss Type FLOOR SUPPORTED GABL Ply 1 ANTONIO CHOIX K5866191 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, Job Reference (op ional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 2515:38:54 2019 Page 1 ID:dfgBBT5ggYe7dJ2edjuJlbzYSPx-aW nZbsa9iuhvw4JhGIb02gvwZhQhILoekxPpgzXLmV Scale = 1154.5 3x6 FP = 3x6 FP = 3x4 = 3x4 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 36 35 34 33 32 Plate_Offsets_(X,Y)—_ [1_Edge,0-0.12j__„__ LOADING (psf) TCLL 40.0 TCDL 10,0 BCLL 0.0 BCDL 5.0 31 30 3x4 = 3x6 FP = 29 26 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.03 WB 0.03 Matrix-R 27 34-0-0 34-0-0 26 3x4 3x6 FP 25 24 23 22 21 20 DEFL. in (Ioc) 1/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 19 nla n/a PLATES GRIP MT20 185/148 19 Weight: 105 Ib FT = 20"/ F, 11%E LUMBER. BRACING. TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 34-0-0. (Ib) - Max Gray All reactions 250 lb or less at joint(s) 19, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20 FORCES. (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Sid crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. %ARNING - Verify design peremerers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 5011-7473 rev. 10;0312015 BEFORE USE. Design valid for use only with MITek4> connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-E9 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, March 25,2019 MiTek° 250 Klug Circle Corona, CA 92880 Job B1901306 Truss FT09 Truss Type FLOOR SUPPORTED GABL Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 0-3-0 3x6 II 3x4 1 2 3 4 w City Ply ANTONIO CHOIX [1 1 Job Reference (dptionai) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:55 2019 Page 1 ID:dfg13BT5ogYe7dJ2edjuJ1bzYSPx-2iY9nxsCwOOYX31VEzpgZFD4Yz1NOlbxsOgyL6zXLrnU K5886192 Scale =1:26.7 20 19 18 co' r 33_(b) 17 16 16-3-0 16-0-0 Plate Offsets (X,Y)— 2:0-3-0,Edgk[12:0-1-12,Edgej LOADING (psf) TCLL 40.0 ICU 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Inc( YES Code IRC2015/TP12014 LUMBER. TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) VVEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) CSI, TC 0.16 BC 0.04 VVB 0.03 Matrix-R 15 14 13 12 3x4 DEFL. in (loc) 1/dell L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 54 Ib FT 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-3-0. (lb) - Max Grav All reactions 250 Ib or less at joint(s) 20, 12, 19, 18, 17, 16, 15, 14, 13 FORCES. (ID)- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Al! plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. WARNING Verify design parameters um! READ NOTES ON THIS AND INCRLIDED MITEK REFERENCE PAGE M/14473 rev, I010312015 BEFORE USE. Design valid for use only with Mired) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Crtferia, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Instlule, 218 N. Lee Street, Suite 312, AJeirandna, VA 22314. March 25,2019 MiTek° 250 Klug Circle Corona, CA 92880 Job Truss rTruss Type OW Ply lANTON 0 CHOIX B1901306 FT10 FLOOR 4 1 J_ iJob Reference (optional) Builders FirstSource (Arlington, WA), Arlinglon, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 2 :38:55 2019 Page ID:dtgBBT5ggYe7dJ2edjuJ1bzYSPx-2iY9nxsCwOOYX3fVEzpqZFDz.xzqcQgvxsOgyL6z_XlmU 0-3-0 1-3-0 —IP 5x8 I! 1 6x6 = 2 3 16 15 1.5x4 1[ 4x6 2-6-0 1.5x4 4 2-4-8 1-6-0 -t I 3x4 5 3x4 = 6 1.5x4 I 7 14 13 12 11 4x12 1.5x4 !I 1 5x4 3x8 = 0-3-1 6-10-8 7-7-8 8-4-8 1- 1- 0-3-0 6-7-8 0-9-0 0-9-0 Plate Offsets (X,Y):_,- LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING. 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Inc( YES Code IRC2015/TPI2014 CSL TC 0.59 BC 0,86 VVB 0,33 Matrix-SH 16-3-0 7-10-8 DEFL. in (loc) I/defl L/d Vert(LL) -0.20 11-12 >942 360 Vert(CT) -0.26 11-12 >724 240 Horz(CT) 0.02 10 n/a n/a 4x8 = 8 K5886193 Scale = 1:27.7 1.5x4 9 3x6 = PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=873/0-3-0, 10=873/0-4-0 FORCES. (Ib) Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-821/0, 2-4=-1922/0, 4-5=-1922/0, 5-6=-2500/0, 6-7=-2263/0, 7-8=-2263/0 BOT CHORD 14-15=0/821, 13-14=0/2500, 12-13=0/2500, 11-12=0/2500, 10-11=0/1395 WEBS 2-15=-752/0, 1-15=0/1135, 2-14=0/1232, 4-14=-274/13, 5-14=-795/0, 8-10=1583/0, 8-11=0/986, 7-11=-305/0, 6-11=-517/55 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. ',YARNING • Verify design perernoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ACII,7473 re, loioaqors BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability ot design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,20 9 MiTek° 250 Klug Circle Corona, CA 92880 Job 'Truss :Truss Type Qly 'Ply ANTONIO CHOIX I B1901306 FT11 :FLOOR SUPPORTED GABL 1 1 :Job Referencekoptional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:36:56 2019 Page 1 I D: dfgBBT5ggYe7dJ2edjuJ 1 bzY SPx-Xu5X_HtrhK8P9DEhohL35Tm F I NNc9C r452Q WtZzXLmT 0-3-0 1 2 20 3x4 II 3 19 0i3-0 3-7-2 03-b 3-4-2 4 18 H 17 16 K5886194 Scale = 1:26.7 10 11 15 14 13 12 3x4 = 16-3-0 12-7-14 Plate Offsets (X,Y)— 12:0-3-0,Edg ],j12:0-1-12,Edgej LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 I Code IRC2015TPI2014 CSI- TC 0.16 BC 0.04 WB 0.03 Matrix-R DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 160 Vert(CT) 0,00 1 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 1851148 Weight: 54 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 16-3-0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 20, 12, 19, 18, 17, 16, 15, 14, 13 FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated- 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. WARNING - Verify design paramerers and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE hrtl-7473 rec. 10!031501S BEFORE USE. Design valid for use only with MTekw connedors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Cdteria, DSB-89 end SCSI Building Component' Safety information available from Truss Plate Institte, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,2019 MiTek° 250 Klug Circle Corona, CA 92880 ob Truss 81901306 FT12 Builders FirsiSource (Arlington, WA), 9 CD c-1 Truss Type IQty Ply ANTONIO CHOIX K5886195 FLOOR SUPPORTED GABL '1 1 IJob Reterence_Loptional) Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:57 2019 Page 1 ID:clfgBBT5ggYe7dJ2edjuJ1bzYSPx-?4fwCcuTSdGGmNouMOsleglQ6nj4uf5EKi93P?zXLmS 1 1.5x4 II 2 1.5x4 I 3 1.5x4 11 6 1 5X4 I 5 1.5x4 3-11-2 4 1.5x4 3-11-2 Scale = 1:10.2 Plate Offsets (X,Y)— 1:Edge,0-0-12) LOADING (psf) TCLL 40.0 TCDL 10,0 BCLL 0,0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER. TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. (lb/size) 6=98/3-11-2, 4=94/3-11-2, 5=226/3-11-2 CSI. TC 0.16 BC 0.03 WB 0.03 Matrix-R FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 4 rite n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20%F, 11%E BRACING. TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 2-0-0 oc. 4) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING - Verify design pererroefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fr111.7473 rev. 16TJ312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indMdual building component. not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building dealer. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. March 25,2 KAMA° 250 Klug Circle Corona, CA 92880 9 Job B1901306 Truss FT13 Truss Type FLOOR SUPPORTED GABL Builders Firs ' urce (Arlington, WA), Arlington, WA - 98223, 1 2 iQty 'Ply ANTONIO CHOIX Job Reference (optional) K5886196 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 15:38:57 2019 Page 1 10:dfgBBT5ggYe7dJ2edjuJ1bzYSPx-?4fwCcuTSciGGmNouMOsleglQ6nj3uf5EKi93P?zXLmS 4 5 12 Plate Offsets (X,Y)— LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 11 10 [1 :Edge,0-0-12] SPACING - Plate Grip DOL Lumber DOL 2-0-0 1.00 1.00 Rep Stress lncr YES Code IRC2015/TP12014 2x4 HF No.2(flat) 2x4 HF No.2(flat) 2x4 HF No.2(flat) 2x4 HF No.2(flat) 9-5-8 9-5-8 CSI. TC 0.16 BC 0.03 WB 0.03 Matrix-R REACTIONS, All bearings 9-5-8. (Ib) - Max Grav All reactions 250 Ib or less at joint(s) 12, 7, 11, 10, 9, 8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 9 8 DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) 1/dell n/a - n/a n/a n/a 0.00 7 n/a BRACING - TOP CHORD BOT CHORD 7 Scale = 1:17.3 Lid 999 999 n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated, 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING Verify design porardeters aria READ NOTES ON THIS AND INCLUDED WEN REFERENCE PAGE 50I-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek 09 connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Swain), Cdterte, OS8-89 end SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. March 25,2019 Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type B1901306 FT14 !GABLE Builders First Source (Arlington, WA), Arlington, WA - 98223, 3x4 2-6-0 3x6 = 2 3 4 12 11 3x4 = 14 13 2-0-0 4-0-0 2-0-0 2-0-0 Qty 'Ply TANTONIO CHOIX 1 1 Job Reference(optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 25 153858 2019 Page 1 ID:d1gBBT5cigYe7dJ2edjuJ1bzYSPx-THDIPyy5Dx070XN4w5NXAurWPAykd3c1NYMycyRzXLmR 6-0-0 2-0-0 Plate Offsets ocyj—__11:Edge,0-0-12],f2:071-8,E4pJj8:0-1-8,Edgel,111:0-1-8Eclge)___ LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. (Ib/size) 8=532/0-5-8, 15=513/1-0-8 10 3x6 = 5 6 7 3x4 = 8-0-0 9-7-0 2-0-0 1.7-0 CSI. DEFL, in (loc) Udefl Ud TC 0.51 Vert(LL) -0.07 10-11 >999 360 BC 0.45 Vert(CT) -0.10 10-11 >999 240 WB 0.20 Horz(CT) 0.01 8 n/a n/a Matrix-SH -"- K5886197 Scale -= 1:17.5 PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20%F, 11%E BRACING - TOP CHORD BOT CHORD FORCES, (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-816/0, 3-4=-816/0, 4-5=-816/0 BOT CHORD 14-15=0/816, 13-14=0/816, 12-13=0/816, 11-12=0/816, 10-11=0/749, 9-10=0/749, 8-9=0/749 WEBS 5-18=-848/0, 8-18=-851/0, 15-16=-915/0, 2-16---937/0 Structural wood sheathing directly applied or 6-0-0 oc purlins. except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable studs spaced at 2-0-0 oc. 3) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A NG Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI f-7473 rev. I0/03/ZOIS BEFORE USE. Design valid for use only Oh MiTek5) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inpry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Cdterfe, DS8-as end BCSI Building Component Safely Information available from Truss Plate instlute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, March 25,2019 MiTek° 250 Krug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 4-114 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, A6 For 4 x 2 orientation, locate plates 0-1'16' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vaty but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-instxteenths (Drawings not to scale) TOP CHORDS Ati C7-6 C6.7 C56 8 BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. 02012 MiTek®All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev.10103/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2, Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, properly owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane al joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1, 8. Unless otherwise noted, moisture content of lumber shall nol exceed 19% at lime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without poor approval of an engineer. 11. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/1PI 1 Quality Criteria. 0 Builders 4 FrstSource QUOTE BFS Arlington 20815 67th Ave NE Arlington Wa 98223 P: 360-925-4155 F: 360-925-4140 Dale H Quote COD ACC# 500-99921-5 DATE 03/28/19 PAGE 1 REQ. QUOTE DATE 03/22/19 ORDER # ORDER DATE / I QUOTE # B1901306F2 DELIVERY DATE : / / CUSTOMER ACCT # 000000057 DATE OF INVOICE / / CUSTOMER PO # ORDERED BY INVOICE # TERMS Pre -Pay SUPERINTENDANT TRUSS SALES REP Dale Hanson JOBSITE PHONE # DESIGN I.D. Juan Carlos JOB NAME:ANTONIO CHOIX MODEL; house and ADU unit TAG: floor LUMBER SALES REP SUBDIV: LOT: CATEGORY: FLOOR 7). 5116 s 142nd st Tukwila, WA 98068 DELIVERY INSTRUCTIONS: ANTONIO CHOIX cachoix253@msn,com> 206-948-8548 SPECIAL INSTRUCTIONS: Need permit floor and roof drawings to get permit BUILDING DEPARTMEN Res -Non -Repeat BY DATE OVERHANG INFO HEEL HEIGHT 00-05-14 REQ. LAYOUTS REQ. ENGINEERING QUOTE ,JCA 03/26/19 END CUTRETURN NONE LAYOUT JCA p3/26/19 PLUMB , i GABLE STUDS 1 0 IN, OC I , JOBSITE 2 CUTTING / / FLOOR TRUSSES LOADING INFORMATION TCLL-TCOL-BCLL-BCOL 40.0,10.0,0.0,5.0 STRESS INCR. 1.00 FLOOR TRUSS SPACING:24.0 IN. O.C. (TYP.) HEEL HEIGHT FLOOR PROFILE QTY PLY DEPTH ID BASE SPAN 0/A IEND TYPE SPAN LEFT iRiGHT CANTILEVER LEFT 1 RIGHT _ 01-06-00 FT01 26-04-00 01-06-00 FT02 26-04-00 26-04-00 26-04-00 ; I ; I 1 01-06-00 FT03 30-00-14 30-00-14 01-06-00 3 j FTO4 30-00-14 30-00-14 I 01-06-00 i.,---L.--. ,^,Lel rli 1 I FT05 20-04-06 20-04-06 1 f.e"...L.,1 01-06-00 FT05A 20-05-14 20-05-14 N 7 1 I .1111 01-06-00 FT06 01-06-00 FT07 01-06-00 FTOB 01-06-00 FT09 01-06-00 FT10 tillifl 01-06-00 FT11 01-06-00 FT12 20-02-06 20-02-06 34-00-00 34-00-00 34-00-00 34-00-00 16-03-00 16-03-00i 16-03-00 16-03-00 16-03-00 16-03-00 03-11-02 _L 03-11-02 01-06-00 FT13 09-05-08 01-06-00 FT14 L09-07-00 09-05-08 L 09-07-00 QTY ITEM TYPE SIZE LENGTH FT-IN-16 PART NUMBER NOTES 6 C60 STOCK 1 ; C60 STOCK Simpson THA422 THAC422 (SUBJECT TO BUILDERS FIRSTSOURCE TERMS AND CONDITIONS OF SALE) AqCEPTED,BY SELLER BY: TITLE: DATE OF ACCEPTANCE: ACCEPTED BY BUYER PURCHASER: BY: ADDRESS: PHONE: TITLE: DATE: TAX NOT INCLUDED $0.001 GRAND TOTAL 4,542.00 Site specific sale tax must be added if applicable. Piertz sukett to shop &eying appooma.. Fee VueorMu, ?mot be ouidnitted peo, fabtkinfott.Shonid them ine any sitortas 7ordend,otteetts whatsoever tt thts oh7pment aorefy BFStitit 24 00075.. M00 dem,y us7eg. dn,:tetter enterirra pr7toter ponoerty, we do urt AT '<AM CAW igr5tt and 00 AnAl AZT SiE tt5Pni.. t5ZLE fo, broken wanes: dOMetores or arty other damages that may nesuq. Eta 0000Z .00051:15005 %5 WY' the nesponsWelr of the truso fabOtaisor, Truss etes7gtser no, pft matufatturer A:tests/tort permanent tortcrtv ,euesonoqyav of The 5.45050, Reoerd and not the mos fabOdatot iAf451,771,2002.UTtruss ate ,mutioned to oftt proftroolorraettviot ,-rnedn'ts temporal. loading ituttich id ewers requAred pretnett 00p0%0% 07 6'5"'.7%"741. em,*-0,9 arnd OA"mantart Atreeng4tattfunit tray he repeeopeefe apttUattoos, Refer to 55CA 11 17 wanotrit sheet and 5,M•-1-1031 have min:wed:A entreenedi uttatinp and the truAl 4y0f.A. ila1M Md. tht3e &WA:17 to my approved tate dratinist end confAno vernottliArty. 07,rene,ons, owitenp, e'Amite.o. watuq i[14:207,1505, ttee itt7erts, snow.',,,Dadi a n4 trust. ernoAqrs eta 050ent Them adequate. =doss for comb5rafor tractor. eq.:Mr ft. pre theloboOe for dem*. t patentee an open area 24' uiefe SZ km; vittUnt 15' •7F stmeture Ceste of power irres,,00netrueXon Ovn-tbv, ii:rmood and vett.. ...1U4, =fees forr wrote these englared truss deavits,p and ruse Myout fon mtnese producteet.7tnq quote outnMot to fOurStind sato teem no netalleTS 0%. THIS QUOTE IS NULL AND VOID IF NOT AGREED TO WITHIN THIRTY DAYS CRANE TIME POLICY Single set and/or additional crane time if available is @ $300.00 per hour and MUST BE SCHEDULED IN ADVANCE. Unscheduled crane time is subject to availability and will be charged @ $500.00 per hour. Builders FirstSource Truss reserves the rights to ground drop product due to unsafe or impractical jobsite conditions. 50-00-00 rl 4DDRED. 5116 s 142nd st, Tukwila, WA, 98068 START LAYOUT 24" O.C. 13-08-00 TRUSS HELD ••ACK 1 112" Frame by others 24-00-00 06 01 4 42 a stair opening 15-08-08 Truss left end indicator. Truss will he marked with wd) tittl,,,t1 HANGER SCHEDULE QUANTITY 1 HANGER i CARRYING CARRIED MEMBER MEMBER USE ICIDXI 117 NAILS (E. SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER THA422 IF 6-16D 6-100 THAC422 IF • 6-16D 6-100 11 08 14-05-08 50-0D-00 Builders FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 MILD. Dale H Quote DATE 03/21/2019 PROJECT ANTONIO CHOIX JCA THIS ISA TWEE DEACENIENT DID/RAID ODLE. TEDD -.Dux arc designa, as heat -Hanel lanifiling eutopenents en ineemerandrn timbal/ding detim at ihe emelt-deli. or the building Madmen See the individual 44,44 the.. fut eanh dins 'Oxide identified the placcemot Reddg. T. building designer It tGALE remonaible for tempera, dad mernanao leaning of the roof and fleet Rod. tiod for thc ovcridl DADDre. Tt8 dmign or gar Idea suopue structure including header,. B1901 306F2 Oft it: G atepentibility or Mc I 1 he'la) Illdl'et'lerf"'ttnelt 7 - "F• teacloth comult rani, of T741, a;t: from the Told Plate Instate. 583 MEDD, Drim E.DADA T.11751 Bea FILE Sizing Calculations CORR LIR* REV1EWEL; rr CODE COMPLIANCE APPROVED MAY 01 2020 City of Tukwila UILDING DIVISION • 0.1. ••• • • • Me% RECEIVED CITY OF TUKWILA CTION DEC 27 2019 PERMIT CENTER BEAM: Roof Loads Floor Loads LL: Z to p.s.f. LL: 4 © p.s.f. DL : Y2" C1g `y , ,p p.s.f. DL : " GWB Clg 2 ,'Z, p.s.£ " Insulation 3,0 p.s.f. " Insulation (R- ) 3 ,d p.s.f. Prefab trusses @ G 1, 0 p.s.£ 2 x flr jsts @ " oc ? p.s.f. %" plywd shtg J. , p.s.f. 3/4" plywd sub fir 2•p.s.f. Roofing: ( ) s.f. Flooring: 3.0 p.s.f. TOTAL LL + DL 3S n p.£ TOTAL LL + DL 3 ,S p.s.f. I= Z ,I�, j-in. 4 Span (9 fi. , . f = ) 2.50 p.s.i. ( x " ) + ( `. x °...) - 314,5 p.l.f. = w by = 96 p.s.i (ltd) 3`) ,Gp.l.f. x V = 2.24"7 # = W E= 1."2OO, .s.i 2 M = wl = 3% 4' x = t l-�T�,Z x 12 = in.lb. (S=4 4 ,A=Sz.36) 8 8 M = S = '22) 2.2 3 _ f 2.0 USE: 4. R1 =R2 = 22.E 2 v 3 x V = bd 2 L ►'ale = 1 2 it--v = 5 a p.s.i. Allowable deflection = C G x 12 = 240 Actual D= 5 x w14 = 5x 3")4,P x t z 9/P 4 384 EI 384 x I ") 00D0D x �3Q GG GG '61-00c Kae-IDEs.pc.g. Roof Loads Floor Loads , LL: Z t p.s.f. LL: 4 0 p.s.f. DL : '/2" GWB C1g 2.. ip p.s.f. DL: "GWBC1g 2 ,z, p.s.f. "Insulation (R- ) 3.0 p.s.f. "Insulation (R- ) 3.0 p.s.f. Prefab trusses @ " OC 1 , .s. . 2 x flr jsts @ " oc S,C) p.s.f. Y2" plywd shtg 1.3 p.s.f. 3/4" plywd sub fir ?2 p.s.f. Roofing: ( ) 2. p.s.f. Flooring: ,C.) p.s.f. TOTAL LL + DL -3sn p.s.f. TOTAL + DL .53 •S p.s.f. Z 0,Pli-in. 4 Span . i, i e.) ft. Dr* 2 f = ) 2.S0 p.s.i. (S1x)4,5)-F( --- x ® ) S 1 p.l.f. = w hv = 96 p.s.i (ltd) 1 . . . x # = W E= . .. M = w USE: = E)a x 8 td4 (S in. x 12 = 2-a)51oin.lb. R1 = R2 = wl = 4.44 2 2 v = 3 x V = 3 x 2 bd #V 4 p.s.i. • • 0 1, Allowable deflection = x 12 = 240 ,40 t.4 Actual D = 5 x w14 = 5x S x 4 384 El 384 x 1A0000 x t„).$0? 44 Qrx BEAM: 3°13- Roof Loads Floor Loads LL: p.s.f. 40' p.s.f. DL : 'A" GWB C1g 2 ,ip p.s.f. DL : " GWB C1g 2..2. P•sf. "Insulation (R- ) 3,44 p.s.f. "Insulation (R- ) 3.0 p.s.f. Prefab trusses @ " OC I .0 p.s.f. 2 x flr jsts @ " oc 3)C p.s.f. 'A" plywd shtg 1 , $ p.s.f. 3/4" plywd sub fir 2.3 p.s.f. Roofing: ( 44*A? , p.s.f. Flooring: 5,b p.s.f. TOTAL LL + DL SS TOTAL LL + DL S3 .S p.s.f. ,1 p.s.f. (35?x14 ,6)+( — x _ p.l.f. DF AV 2f 2.GQ p.s.i. 61 Sp.I.f. x S'' 2-E.) # = W hv = cl c. p.s.i (ltd) M = QZ Tiff = Slg x = x 12 8 8 m = s = 9 6/2.-e) = PS,,U 4in USE: (s=d41.91,A=3?..,) R1=R2=wl= 26 010 V = x V = bd 2 3E>i?= sqp.s.i. Allowable deflection = G x 12 = 240 4 Actual D = 5 x = 5x 3E= x LZc3 384 El 384 x nt-f)e...w x ?,30.S4 tc 4f, 1-r),1 X KIDF—i-DC,g. BEAM: W)\-1 Roof Loads Floor Loads , LL: Z 6 p.s.f. LL: 4 0 p.s.f. DL : 1/2" GWB Clg a , 4, p.s.f. DL : " GWB Clg 2 .2., p.s.f. "Insulation (R- ) 3,0 p.s.f. "Insulation (R- ) 3 ,0 p.s.f. Prefab trusses @ " OC 1 0 p.s.f. 2 x flr jsts @ " oc SI) p.s.f. %" plywd shtg 1.3 p.s.f. 3/4" plywd sub fir 2 . •N p.s.f. Roofing: ( 2. b p.s.f. Flooring: 3,0 p.s.f. TOTAL LL + DL '3S n p.s.f. TOTAL LL + DL .53 .eD p.s.f. 2 2,t), in. 4 Span ' S ft. DirAle 2 p.s.i. (3rp 71x ‘1)‘) + ( x,--) 4)O. p.1.f. = w hv96 p.s.i (ltd) 4- i c, p.l.f. x = W # = W E= 1, -XX), CO:V.s.i m = 4 )o ; x 8 m = s = 8 f 1 '4, USE: 4 0 2S,Iretx I 2 = in.lb. a 6:6 in (s = 4%9 , A = RI = R2 = wl = 2 v = 3 x V 2 bd 2c3 2 H:7 2 47, 5 2 't) )02‘... #=v ") Allowable deflection = x 12 = 240 Actual D = 5 x w14 = 5x 4" x 384 El 384 x I "?cse.; 44 4 x 2. . fiLt eief SW 1/4, SW 1/4, SECTION 14, TOWNSHIP 23 NORTH, RANGE 4 EAST, W,M, KING COUNTY, WASHINGTON INE L< LIKoLt DP roO LR OFR LKR no CMCI dW • swum SLIM WO! "o- oaa wL el owl roz 000 0 f p scupr•icy IIKOWE A1.2 TOL REVIEWED FOR CODE COMPLIANCE APPROVED Mg 01 2020 City of Tukwila BUILDING DIVISION 5 Prt.1 roos Sloe 9,44-.-- 5e cops-1-Q.,—ci-et, ?E.4a. CoDV-AIL 55-02, GRAVEL FILLED DISPERSION TIRENCFI (100 SD FT ROCF AREA) SEE 2/AI2 ROOF AREA: 110 &O FT ROOF AREA: 1560 50 FT 8 ROOF AREA: 1512 50 FT DS rUTILITY TRENCA (PD.IER d CCYTI.HICATIONSI 2S' GRAvEL FILLED DISPERSION IRE0ICI4 (100 00 FT ROOF AREA) SEE 2/AL2 SANITARY sat* SIGS. VERIFY $IZE AND LOCATION LOTH THE CRT CF 7I1Q1ILLA PA-uemo-sor, CD6, AIN EXISTIFG WATER YE1ER REPLACE 88114I. YE/ER fit4D 18i.ap/Eg_ FA. 2' W x 312•L x 2'D GRAVEL STRIP FER DTL I-Al2 1"1.00.4-cx CXISTF* SANITARY PPIIPR LI'E OHP S. 142nd ST OHP cAta-e -)CI 5T 1 P1/4.X, 34" IA 41-Er- 5 E. faAlf A-T11-1E, f-t I is) Al't NiSTri-LL NE) ill ttpl_rEtz, ,-r 1(1 ATE P- frt STEP__ Ittit g* 9 6I l_ as Eag wgOE* S 6 8 a WON no. 1111001 UTILITY FLAN DETAILS J 11 NEW SINGLE FAMILY RESIDENCE W/ ADU 5116 S 142ND ST TUKWILA, WA. 96166 RIEBE & ASSOCIATE AFiCHITECTLiFZE • PLAI 1123 MAPLE AVENUE SW - SUITE 2 RENTON. WASHINGTON 9805' PH: (425)226-5344 FAX:(425)226- EMAIL: EORIEBEOMSN.COM March 17, 2020 City of Tukwila Dept of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 RE: Correction letter #3 COMBOSFR Permit Application Number D19-0116 Choix Residence — 5112 S 142nd St Sirs, We are in receipt of your plan correction letter dated 3/11/2020. The drawings have been revised to respond to the different items in the letter. This letter is created to match the list of items in the correction letter (copy attached) and will direct you as to where in the revised submission documents you will find the correction. This letter is organized in the same format listing as your correction letter. Building Department . A3.2 Callout "SW6" removed; Draft stop note added. Please note that this is the same comment as item 6 in correction letter #2. This sheet was inadvertently omitted from the previous submission. It is attached. I believe that this addresses all of the items in the plan review letter. Should staff have any questions about these revisions/additions, or should any additional information be required, please do not hesitate to contact me. Sincerely, E. Dennis Riebe Architect CORRECTION LTR# RECEIVED CITY OF TUKWILA t4AR-1 7 2070 PERMIT CENTER ARCHITECTURE AND PLANNING 1123 Maple Avenue SW Suite #270 Renton, Washington 98057 PHONE & FAX: (425) 226-5344 0 City of Tukwila Department of Community Development March II, 2020 ANTONIO CHOIX 19421 141AV SE RENTON, WA 98058 RE: Correction Letter # 3 COMBOSFR Permit Application Number DI9-0116 CHOIX RESIDENCE - 5124 S 142 ST Dear ANTONIO CHOIX, 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 depai tinents: BUILDING - C DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 1 Ix17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Sheet A3.2 was not provided with corrections for review. (previously noted item #6 on review number 2). Please provide sheet. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D19-0116 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Department of Community Development 3/5/2020 ANTONIO CHOIX 19421 141AV SE RENTON, WA 98058 RE: Permit Application No. D19-0116 CHOIX RESIDENCE 5124 S 142 ST Dear ANTONIO CHOIX, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/12/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire an 4/12/2020. 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: D19-0116 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CI) City of Tukwila Department of Community Development - Jack Pace, Director October 23, 2019 Antonio Choix 19421 141st Ave SE Renton, WA 98058 RE: Request for Permit Application Extension #1 Permit Number D19-0116 Dear Antonio Choix, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D19-0116. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through April 12, 2019. If you should have any questions, please contact our office at (206) 431-3670, Sincerely, Rachelle Ripley Permit Coordinator File: Permit No. D19-01 16 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Department of Community Development October 03, 2019 ANTONIO CHOIX 19421 141AV SE RENTON, WA 98058 RE: Correction Letter # 2 COMBOSFR Permit Application Number D19-0116 CHOIX RESIDENCE - 5112 S 142 ST Dear ANTONIO CHOIX, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. On the lateral bracing (framing) plan sheets A4.1 and A4.2, rather than providing a number of code notes, provide the specific location of all straps to be shown on the floor plan and provide a table that specifically notes the fastening requirements and that references the type and size of straps or other related hardware. Clearly specify nailing and fastening of all exterior walls so it is clear to the framer and field inspector. Clearly identify interior shear walls with key symbol to reference to the new table with notes of fastening, blocking and any other necessary requirements for those shear -walls. Shear -wall framing shall be shown with relative load paths extending from the roof framing to the foundation. 2. The elevation cut view details shall also show hurricane fasteners to trusses. Show straps as required on the exterior for shear -wall framing floor to floor. Specify and show floor plate nailing method to the sub floor. Gable truss detail shall include shear fasteners of bottom cord to the wall plate. Clearly show fastening method where exterior sheathing seam connections are fastened for shear. 3. Top right corner of sheet A4.1, revise code notes to reference compliance with 2015 codes. 4. Sheet A4.2 detail 1 is missing the cross section "A". Please provide the section A view. 5. Provide the beam sizing calculations packet with the design professional or engineer's stamp and signature. See general note above. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 6. Sheet A3.2 bottom of Framing Notes indicates to see SW-6. Provide the SW-6 or remove the note. Also, since this is to be open web floor trusses, the concealed space of a floor -ceiling assembly exceeds 1000 square feet, draft - stops shall be installed. Please make note. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING - C DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. 1. Since trees are being removed on the property, please apply for a tree permit: http://www tukwilawa.gov/wp- content/uploads/DCD-Apps-Tree-Permit.pdf. Informational items: 1. A person who owns at least 50% of the property must physically reside in either the ADU or the primary single- family dwelling. The owner's unit may not be rented to another party for any period of time. 2. The ADU may not be rented for periods of less than 30 days. PW - C DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Revise site plan to include (1) show & label downspout connection(s) to any existing and proposed on -site storm drainage systems (2) show & label on a plan sheet any proposed underground utilities (power, gas, cable, telephone, etc.). (3) show and label proposed driveway including connection to street with 28' radius per Fire Department. (4) show & label existing edge of pavement within S. 142nd Street & 20' Private Road. (5) show location of utilities (including sanitary side sewer) — onsite and sewer main within S. 142nd Street & Private Access Road (6) proposed drainage system(s) for on -site driveway & downspouts (7) Show and label underground power from existing power pole to proposed house (8) provide an erosion control plan. (See sample plan sheets — enclosed) 2. Show and label on a plan sheet any existing & proposed storm drainage systems; including, dispersion systems, rain garden(s) etc. per the 2016 King County Surface Water Design Manual. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 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. Since ely, andace Nichols Permit Technician File No. DI9-0116 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo Can you process? RacheUle Ripley Permit Coordinator City of Tukwila 206-433-7165 Rachel le. RiPleyPTukwilaWA, gov Ra[heUeRip|ey Tuesday, September 1O,2O191:36PK4 Bill Rambo h#p://www.Tuhwi|aVVA.gov From: Jerry Hight ^1erry.Hight@/Tukvv|aVVA.gnv» Sent: Tuesday, September 1O,2O199:21AM To: KacheUe Rip|ey<KacheUe.Rip|ey@Tukwi|aVVA.gov> Subject: Fw: Permit Extension - File # D19-0116 Please prep this for signature, if it qualifys. Thank you Jerry Hight Building Official City of Tukwila From: ANTON|O[HO|X<acho|x253Pmsn.cnm> Sent: Saturday, September 7,ZO197:S6PM To: Jerry Hight Subject: Permit Extension File #D19-D116 Request for Extension # j Current ExpirxdonD3t,c: J'xtooaion&couem: �� / Approvcd for. _/(�_��duyu / / Y / SiAnucure/|oiiu\s w^ Good afternoon Jerry, iwish tobe granted an extension for the permit application number D19-0116. I plan to do new construction on the land and I applied for the permit in April. It is still in the first review with the city. ifyou have any questions feel free toreach meat: RECEIVED (206)9488548 CITY OF TUKWIU A (4C25)2828435 �� Y� ~~�, . _ ��*^ Thank you, AntnnioChnix 8ADetailing &Cleaning ChoixLLC. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from anunknown orsuspicious origin. PERMIT CENTER 1 August 9, 2019 City ofTukwila Dept of Community Development 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 RE: Correction letter #1 COMBOSFR Permit Application Number D19-0116 Choix Residence — 5112 S 142' St Sirs, We are in receipt of your plan correction letter dated 5/3/2019. The drawings have been revised to respond to the different items in the letter. This letter is created to match the list of items in the correction letter (copy attached) and will direct you as to where in the revised submission documents you will find the correction. This letter is organized in the same format listing as your correction letter. Building Department 1. Please see site plan. Contours, finish floor and finish grades callouts added. Fire Hydrant across 142u st. shown. Water meter added. Sanitary sewer connection shown. Tie to city storm system shown. Vicinity map added. See A1.1 2. Please see revised site plan. Sheet A1.1 3. House moved. See A1.1 4. Grade plane added and building height shown to mid point of highest gable roof. See A5.2. 5. Detail is in the set. Please see detail 13/A7.1. (No revisions performed) 6. Crawl space access added. See A2.1 7. Attic access added to floor plan sheet. See A2.2 8. Safety glazing added. See A2.2. 9. CO detector relocated and additional detector added. See E2. 10. Heating system shown for ADU. See E2 11. Separate elec. Service panel added to ADU. See E2 (bedroom 2) 12. This submission is made under the prescriptive method of the IRC. All walls have been placed to limit hold downs and straps. (No hold downs or straps required) Portal frames are noted on the plans. All fasteners are per the IRC tables noted on the plans. Please see beam calculations attached. This is a fully sheathed building with minimum four foot long walls in each corner. We have added interior shear walls to supplement the exterior construction. Planning Department 1. Trees added to site plan, tree canopy calculated from IMAP info, canopy removal chart added, and large canopy trees required have been noted. See A1.1 2. ADU registration has been applied for on 6/24/19. PW Department ARCHITECTURE AND PLANNING 1123 Maple Avenue SW Suite #270 Renton, Washington 98057 PHONE & FAX: (425) 226-5344 1. Completed Traffic Concurrency has been submitted on 6/24/19. 2. Requirement understood. 3. Understood. 4. Water meter shown on site plan. 5. Requested information added to site plan. See A1.1 6. Requested information added to site plan. See A1.1 7. Requested information added to site plan. See A1.1 8. A 1" meter will be used. See site plan for location. I believe that this addresses all of the items in the plan review letter. Should staff have any questions about these revisions/additions, or should any additional information be required, please do not hesitate to contact me. E. Dennis Riebe Architect l�+ City of Tukwila Department of Community Development 9/3/2019 ANTONIO CHOIX 19421 141AV SE RENTON, WA 98058 RE: Permit Application No. D19-0116 CHOIX RESIDENCE 5112 S 142 ST Dear ANTONIO CHOIX, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/12/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of UNDER REVIEW and is due to expire on 10/12/2019. 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: D19-0116 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development May 03, 2019 ANTONIO CHOIX 19421 141AV SE RENTON, WA 98058 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 19-0116 CHOIX RESIDENCE - 5112 S 142 ST Dear Antonio, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMI 1-1 ALS: (Min. size 11 x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seaVstamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide a site plan or survey plan showing the site elements and site slopes or contours with the house located on the site/survey plan. Show where fire hydrant is located. Show utilities and drainage systems. Include a vicinity map. 2. On the site plan, provide a plan detail that shows a foundation drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe small terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. Reference recommendations by the geotechnical engineer's report concerning drainage issues. (IRC R401.3, R405.1, R408.6) 3. The fireplace on the west side encroaches into the set back. Revise the plan to remove the fireplace from the setback. The minimum 5-foot set back shall be measured from the property line to the finish surface of the house (siding). 4. On the elevation sheets show finish grade (slopes) and point of average grade plane. Show the height dimensions of the house. The height shall be measured from the average grade plane to the mid portion of the roof between peak and top plate. That dimensions shall not exceed 30 feet at that point. 5. On the details sheet A7.1, where exterior concrete slabs are poured against the house subfloor framing or similar, 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 show an approved moisture impermeable membrane applied at those areas o her than pained sealer or metal flashing. 6. Show the location of the crawlspace access on the main floor plan. 7. Show the attic access on the floor plan for the ADU sheet A2.2. 8. Show safety glazing by the master bath tub (2) windows. 9. Show the combination smoke and C.O. detectors located within close vicinity of the upper floor bedrooms, one at each end of the hallway. 10. Specify or show the separate independent heating system for the ADU. 11. Show a separate independent electric service panel for the ADU. 12. On the framing, foundation and lateral plans provide the specific hold downs, nailing specifications, hardware specifications, seismic straps, roof truss/plate fastening hardware etcetera, in addition to the code references. All fastening shall be clearly shown on the plan and reference exterior and interior locations for fastening of interior and exterior brace walls. Include beam calculations with anchoring hardware specified. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. On plans, include all trees that exist on the site. Show which trees will need to be removed, as well as their species and diameter at breast height (dbh), and provide a tree protection plan for trees to be retained and a tree replanting plan in accordance with TMC 18.54. The ratio at which the trees must be replaced depends on the canopy coverage of the tree. 2. Apply for ADU registration concurrently with building permit submittal. ADU registration can be found here: http://www.tukwilawa.gov/wp-content/uploads/DCD-ADU-Registration-Application-1.pdf. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence plus one (ADU) is $300.00. (see enclosed application) 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence & one (ADU) in Zone 2 is $1,297.22 $556.699 = $1,853.91; due at issuance of this Building Permit. 3. The Residential Sewer Use Certification for this Building permit has been revised. One single-family residence one (ADU) is considered a duplex - see enclosed. 4. Verify location of new water meter. Show and label water service line and water meter (including sizes) on your plan sheet A 1.1 (Site Plan). 5. Revise site plan to include (1) show & label downspout connection(s) to any existing and proposed on -site storm drainage systems (2) provide finish floor elevations, spot elevations, and proposed contours (3) show & label on a plan sheet any proposed utilities (gas, cable, telephone, etc.). (4) show and label proposed driveway including connection to street. (5) show location of utilities (including sanitary side sewer) — onsite and within S. 142nd Street & Private Access Road (6) proposed drainage system(s) for on -site driveway & downspouts (7) erosion control plan. (See sample plan sheets — enclosed) 6. Show and label on a plan sheet any existing & proposed storm drainage systems; including, dispersion systems, rain garden(s) etc. per the 2016 King County Surface Water Design Manual. 7. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on -site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • 8. NOTE: If water meter for the new house is %-inch then the house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Project Inspector that a 3/4- inch water 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. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) 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. Sincerely, Kandace Nichols Permit Technician File No. DI9-0116 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COOL.) COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 9-0116 DATE: 0 / 7/2020 PROJECT NAME: CHOIX RESIDENCE SITE ADDRESS: _5116 S 142 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 3 Revision # after Permit Issued DEPARTMENTS: Itlig Division Public Works Fire Prevention Structural Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 0311912020 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 0413012020 Approved with Conditions Fire Fees Apply Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg fl Fire 0 Ping D PW D Staff Initials: 12/18/2013 PERM!T CQORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0116 PROJECT NAME: CHOIX RESIDENCE SITE ADDRESS: 5116 S 142ND ST Original Plan Submittal Revision # DATE: 12/27/2019 X Response to Correction Letter # 2 Revision # before Permit Issued after Permit Issued DEPARTMENTS: 1116 ilding Division ki)b PON Public Works Fire Prevention Structural n Wl Mi(i 4114 Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 12/31/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required LI DUE DATE: 1/28/2020 Approved with Conditions r Denied (corrections entered in Reviews)(le: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 20)-0 CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW Staff InitiaLs: 12/18/2013 COORD COP'(1 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0116 DATE: 08/ 9/ 9 PROJECT NAME: CHOIX RESIDENCE SITE ADDRESS: 5116 S 142ND ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: t°1 u ing 'vision Fire Prevention Structural H M C61J242- 11 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/20/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 09/17/2019 Approved Approved with Conditions n Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 14‘ PW StaffInitials:/ 12/18/2013 C17: PERMIT COORD COP PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0116 PROJECT NAME: CHOIX RESIDENCE SITE ADDRESS: 5)/12 S 142 ST X Original Plan Submittal Response to Correction Letter # DATE: 04/12/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PO co q\ b\ Building Division IPut ic Works e Prevention Structural 1\f\t9 0* 106 Planning Division Permit Coordinator r PRELIMINARY REVIEW: Not Applicable E (no approval/review required) REVIEWER'S INITIALS: 1111111111111111111111111111111111111111111111111111111111111111 APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DATE: 04/16/19 Structural Review Required DATE: LI DUE DATE: 05/14/19 Approved with Conditions E Denied (ie: Zoning Issues LI Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued issued corrections: B1dg'J Fire El Ping 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: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: March 17, 2020 Plan Check/Permit Number: D19-0116 Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit is Issued 11 Revision requested by a City Building Inspector or Plans Examiner Ej Deferred Submittal # Project Name: Choix Residence Project Address: 5116 S 142 St Contact Person: E Dennis Riebe, Architect Phone Number: (425) 226-5344 Summary of Revision: Sheet A3.2 revised and attached. Revisions are based on Correction Letter #3, attached. RECEIVED CITY OF TUKWILA MAR 1 / 2020 PERMIT CENTER Sheet Number(s): A3.2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: E] Entered in TRAKiT on CAUsers\Dennis\DocumentsTrojects\000 SMALL PROJECTS \Antonio Choix ResidencelRevision Submittal Form (1),doc Revised: Auaust 2015 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 VISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 19-0116 ❑ Response to Incomplete Letter # 11 Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: CHOIX RESIDENCE Project Address: 5116 S 142ND ST Contact Person: E Dennis Riebe (architect) Phone Number: (425) 226-5344 Summary of Revision: Revisions in response to correction letter #2 dated 10/3/19 RECEIVED Ct1YOF1UKWILA DEC 2 6 2019 ERMIT CENTER Sheet Number(s): A1.1, A1.2, A3.1, A4.1, A4.2, A7.1, A7.2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: la Entered in TRAKiT on ti C:\Users\Dennis\ Documents\Projects\000 SMALL PROJECTS\Antonio Choix Residence\Revision Submittal Form.doc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8/15/19 Plan Check/Permit Number: D19-0116 El Response to Incomplete Letter # Response to Correction Letter # 1 RECEIVED 11 Revision # after Permit is Issued CITY OF TUKWILA Revision requested by a City Building Inspector or Plans Examiner AUG 1 9 2019 11 Deferred Submittal # PERMIT CENTER Project Name: Choix Residence Project Address: 5112 S 142nd St Contact Person: E. Dennis Riebe (Architect) Phone Number: (425)226-5344 Summary of Revision: Letter #1 Sheet Number(s): Numerous Sheets. full set submitted "Cloud" or highlight all areas of revision including date j4frevision Received at the City of Tukwila Permit Center b 19 - Entered in TRAKiT on WAPermit Center \Templates \Forms\Revision Submittal Form:doe Revised: August 2015 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0116 Grantor: ckg4 C Oclia Grantee: CITY CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S 142"d St and adjacent to 5116 S 146th St. Abbreviated Work Description: Work within the City Right -of -Way, for utilities, street use and pavement restoration. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of , 2020. (/,ile;I(kJ/4. Aut or`ized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that %i 1LCi � Cr-� is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the CJL( 1 e ,'' of Pry' e v, to be the free and voluntary act of such party for the uses and purposes m ntioned in this instrument. Dated Obi /vZo ko kU(71-6 (`-( Notdry ° ublic in and for the State of Washington residing at / /`' 40ti My appointment expires 6 �� DATED this GRANTEE: By: Print Name: Its: CITY of TUKWILA Henry Hash day of Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. wk\II A (ONet. 404. ea = / A - 6., wAs Name: ka L NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: CITY OF TUKWILA Department of Community Development 6300 Southeenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY STA I E OF WASHINGTON COUNTY OF KING The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, a ents, engineers, contractors or other representatives the right to enter upon Owner's real property, located at 5 \\ s \ 2_(" s"\. k_M--\NA.A \iv cAK 1tio for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence ate City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at T.., (city), 1,./M- iL(stat,e), on 1 /1 , 20 2-6 Subri4Mraslatrt oC6sociate buiIQgiiiit application (Print Name) \Cklk 2A \L\\ ME Sk- S (Address)f-6-y,51/4-\57„ (Phone Number) (Signa On this day personally appeared before me Ar i A 1,-1/14A to me known to be the individual who executed the foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSCRIBED Atp,NsWditlih 4) BEFORE ME ON THIS 7 DAY OF , 20 „2-e, 5! -+-7.e OlAd? 4P'' NOTARY PUBLIC and o the State of Washington • 4 .:: - + .1- (1,1, - , cri 1,i - ::-- o • , 0 - • - .-- • , . - c, .0 // tp ',,,,o ci Bo 0 _-..- ,...‘ - As — /lig, <-0i -„•=" 0 -7: v," 6' '''"\‘‘',"''s •,;s4 -:-...- litli °P WAS\A '''' -.. • \\\VN's residing at 7-b,, My Commission Commission expires on /21 /24 z.f C: \UsersVDCD-Admin \DocumentsWorms \Permits \ Tree Permit.docx Page 4 of 7 CHA[X LLC �� / �-�� -� (D some online services are currently eilable.See alist ofservice outages. Page I of 2 L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m. to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regional office (https://Ini,wa.ciov/aaencv/coiitact/#office-locations),oryouoon call the Office ofInformation and Assistance af36OgO2-5DOO. CHOQCLLC Owner v,tradesperson ocwox*musnx MAmxc Principals ooncmmousnx.mxe/x c.p^nTwsmwEwuen wmumNo. mwomma 1o*s/wSTAVE ms nswrom.mmoxoo u06*m*wm KING County Business type Limited Liability Company Verify the contractor's active registration / license /certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties oEwsnxL License no, c*m/xc817o* effective—expimonn Bond Navigators Ins ov m12,00000 Bond account no. Received byuu Effective date 0212112020 02m9/2020 Expiration date Until Canceled Bond history Insurance MESA UNDERWRITERS SPECIALTY |w m,00.uuucm Policy no. MP0046oxu1n000 Received by L&I Effective date (�-�-. ' ' hnnx:Hscoorc.Ini.r/a.gov/vez . 285Z&l.lC=C}{[)l}{L*8l 5/21/2020 TREE REPLACEMENT PLAN TREES TO BE REMOVED: -� 5 MATURE TREES TO BE REMOVED. TOTAL CANOPY AREA 2,115 50 FT, 1 REPLACEMENT TREES TO BE PROVIDED: (3) ACER RU51WM (RED MAPLE) 1 INSTALL: (2) AT 5 142ND ST FRONTAGE (1) INTERNALLY ON SITE IN REAR TARD ON 0 10 20 SCALE 1" = 20' NBGOYOD' � `/ V \/ V V FILTER FABRIC MATERIAL 36' WIDE ROLLS 2.4 WOOD POST OR ALT. USE STAPLES OR WIRE RIWSS TO ATTACH STEEL FENCE POST FABRIC TO WIRE. FILTER ��GFAABRIC MAT'L -� 2NP A4 GA WRE FABRIC OR EOUIV. I BURY BOTTOM OF FILTER Iw MIN MATERIAL IN WAV TRENCH 2z4 WOO POSTS, STANDARD OR BTR OR EQUAL ALTERNATE: STEEL FENCE PROVIDE .T5" - 15' POSTS WASHED GRAVEL BACK ILL IN AND 6'-0" MAX BENCH ON BOTH SIDES OF FILTER FENCE I FME DETAIL FABRIC ON THE SURFACE EXISTING PAVEMENT (ROAD OR 51DEWALK FAI 4"-W OUARRY SPALLS �Ly INSTALL GEO FABRIC UNDER QUARRY SPALLS SPALLS TOM 12' MIN THICK C40NSTF=TION ENT! 1` DETAIL TREE PROTECTION REQUIREMENTS I. PROVIDE 6' HIGH CHAIN LINK FENCE AT EDGE OF CRITICAL ROOT ZONE OF TREES TO BE RETAINED. 2. CRITICAL ROOT ZONE TO BE LOCATED AT I' FOR EACH INCH OF TREE DIAMETER. 3, PROVIDE 6" THICK BARK CHIPS OVER CRITICAL ROOT ZONE, 4. PROVIDE SIGNAGE ON FENCE STATING: TREE PROTECTION ZONE-TH15 FENCE SHALL NOT 5E REMOVED OR ENCROACHED UPON." NO 501L DISTURBANCE, PARKING, STORAGE, DUMPING OR BURNING OF MATERIALS 15 ALLOTTED WITHIN THE CRITICAL ROOT ZONE. THE VALUE OF TH15 TREE 15 11,000. DAMAGE TO TH15 TREE DUE TO CONSTRUCTION ACTIVITY THAT RESULTS IN THE DEATH OR NECESSARY REMOVAL OF THE TREE IS 51,15JECT OT THE VIOLATIONS SECTION OF TMC CHAPTER 15.54." t EROSION CONTROL FENCE FER DETAIL 2 I I EROSION CONTROL PER DETAIL 2 CONsTRUCTICN ENTRY LFER DETAIL I — S. 142ad ST NB"7'W EROSION CONTROL PLAN SW 1/4, SW 1/4, SECTION 14, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON 6 e s r � 3" CF�_ _ � r FiryEPLACE jCANtILEVE�D) L Lvy� FF: 1615' FF: 1630, FF: CALC. OF FDTN TTP GE OF ROOF kv-0. ea 6/ r � f l 1 � ! 30" CF I � \ (/ 0„ CFR1_ \ / 10" FIR I s, C CFR— ASFWLr- These plans have been reviewed by the t lie \Corks Department for conformance veldt cltrr^. t CitY standards. Acceptance is subject to, can's , omissions which do not authorize violations of adopted standards or ordinances. The rcspmT_ihiIijy for the adequacy of the design rests totally With tr Se designer. Additions, deletions or revisions to these dralvings after this date will void this accepts and will require a resubmittal of revised dratvalgs for subsequent approval. Final acceptance is subject to field in by the Public Works utilities inspector, Date: By, v� o2S � S Nf 1),q-Tz>P_y P2E-GoN i�tE T1tVC> "/7'H Pu6t tc WpRK$ PL�Gjr(} 0 5 10 SCALE 1" = 10' SW 1/4, SW 1/4. SECTION 14, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. SITE ADDRESS 5116 S 142nd ST TUKWILA, WA 98168 PARCEL NUMBER 167040-0056 LEGAL DESCRIPTION LOT 6, BLOCK 1, COLEGROVES ACRE TRACTS, LESS STATE HIGHWAY VERTICAL DATUM: NAVD 88 SURVEY CONTROL POINT #93V-513 TOP OF MONUMENT IN CASE AT INTERSECTION OF S 144th ST & 51st AVE S. ELEVATION= 160.18' FILWf�`l Perm@ No. Plan review approval Is subject to errors ono om1 lions, Approval of construction documents does n i allthor[Ze the violation of any adoored code or romance Receipt of approves Field Copy and Conditions Is acRnowledged: By._.. t,rDLIJ i-)GJ Date: /Sf2P%arl C:tv of Tu wN DIVISION IVED ft 90 2019 PU@�10 WORKS 1J W Z i-1 N o ¢ _ 1 Q C N d 3 CORRECTION RECEIVED CITY OF TUKWILA �lt DEC. 2 7 2019 cn II PERMIT CENTER S. 142nd ST MAC)O1 2020 A4 IMWO Tukvr7a BUILDIN W m DIVISION SEPARATE PERMIT T _ .. _ _-.--._..__---. 0 10 20 RFC)UIRED FOR: _ N89'07"00"E 477.94' Mechanical SCALE 1" = 20' L Electrical No cr:anaes snail ne male to the scope Plumbing dfiwor uv inocID, er aparoval os the Gas Piping Tu Ila Building D-v,sion TE: \ City of Tukwila NORevis ons will re0,ulre anew clan BUILDING DIVISION submittal and may ,.ne clude ad-imora' plan rview -- - AL] V GRAVEL STRIP DRIVEWAY PAVtl ait W WIDE VEGETATED FLOW PATH a 2% MIN 0 oOosO o 0oo�6 000 8 a O08OOOOo O O WASHED ROCK 3/4' - 1 1/2" 00��0 0 GRAVEL STRIP DETAIL ID f SW 1/4, SW 1/4, SECTION 14, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. KING COUNTY, WASHINGTON r(R" 611)E S11 � � 5w Sp�Q CoT Dp1l 55- oZ L �g ROOF AREA: 1560 5Q FT ROOF AREA: 110 50 FT ROOF AREA: S12 SQ FT 11 FILLED FLM FATA ; N TRENCH FT RIXF AR&U 2 �UnLITT TFeCM MOWER Ru,,,,unas f tI .,�2 Y EXISTPKi FE W4TERTER Lib `X REPLACE WtN I' PETER FND PWWTEIL%4zvic� SIMITA'O OCATI8TIE5. HERtrl" SIZE AND LDCATIGN LLIiN 1HE - CITY GF i WgL1.A 2'Wx3B'L x 2'D GRAVEL BTPoF FER DTL I-AIZ— 2�. 3 i 3 W EM611M.6AMITARY SSMR LIE 3 5. ADM ARW A F=1 N� W a 0 cat LEGEND EDGE OF ASPHALT OHP POWER LINE W WATER LINE �R ^ CATCH BASIN —� FIRE HYDRANT SANITARY SEWER MANHOLE —�} STREET LIGHT PPE) POWER POLE E UPA UTILITY POLE ANCHOR WM1B WATER METER CONIFER TREE (CFR) o s to SCALE 1" = 10' plans have been reviewed by the Public Department for conformance with current andards. Acceptance is subject to errors and ns which do not authorize violations of i standards or ordinances. The responsibility adequacy of the design rests totally with the r. Additions, deletions or revisions to these ,s after this date will void this acceptance 1 require a resubmittal of revised drawings sequent-approval cceptance is subject to field inspection by Aic Works utilities inspector. By: `CB RIM=1*,9.24' I.E. 12 S IN =15 19' I.E. 12" E OUT=15 .5' RJ R CODCE C BUILON RECEIVED CITY OF TUKWILA DEC 2 7 2019 II PERMIT CENTER S. 142nd ST = 3 RIM H159.38' FL 12" E/W=151.38' N W W W 3 N89'07'00"E 477.94' CAP 1✓X15TIPJ6 3/411 (J14T� 5ER (c,✓ A-TtNE M P I N A401b I Nc.MLc. NEW I'W) ''7M W ITfi I" WATER- M cTEp-- 3 OHP I HP liL0l/ :4z W N�� roN F-'i Fes+ N N C) �� O o pLgqSp o z w (nM w � W LIj J C-4 4 �z F+i l4 a-w �B a�D w �i- zz J H <D _! Q m tzz LIN y�pjn S MATCH LINE • SEE BUILDNG SECTIONS FOR CEILING M*WTS. O5 FIEER2 ASS 6ATN Z SO ER U.V INTE5R4. SI)(B2OID. • ALL TUBS ! SHOIER STALLS: © saw$$ WIDODS S44.L: FUTEBLOCK BETWEEN STIRS. MAX SILL NT SHALL BE 44' AFF LIMIT SHOVER FLOW TO 3 GPM MR NET CLEAR OFENW. WDTH: 20' WALL SHALL BE WATERPROOF TO MIR 12' MR NET CLEAR OPENING HEIGHNT: 24' ABOVE DRAIN NI.Et MR NET CLEAR OPENING AMA: 5.1 SO FT. ALL CA AZNG. NCLUDNG WINDOWS UAT14M © PROVIDESEISMICSI63 TRAPP. SSNALLBE PLACED Tm• OF DRAIN INLET, Su4.L BE SAFETY GLA55. UA 22' x 30' ATTIC ACCESS uV WEATHER STRIPPING O SHALL BE PLACED ON AN N SSIBLE, N5LLATED SURFACE WITH A MNIMM TIEfd1AL RESISTANCE OF R-10. AND R-4S NSILATICH SAFETY .ASS ® Gt-AS Q SHELF AND RJD N ( PROVIDE 5t8' TYPE -X GU6 CN ALL NCUSEWRAGE COMMON O 36-1 A G GUARSPHERDRAILTERS WACED SUCH EWILALLII CEILING AND BEAMS UFEING RE LIVSPACE NOT it 4N. OCCURS ABOVE. TIMER FOR Ui 40U HOUSE FAN. PROVIDE CONTINUOUS IhY NANORAIL v 34' TO 36' ABOVE 0 it PROVIDE HOT WATER RA'it1TE AND PFE55Uf� FiF1.it3= STAIR NOSWA. R2ETUI; N DOS TO WALL. OR NEWEL POST. BALLISTERS SHALL BE SPACED StlG4 T14AT A 44 SPHERE VALVE TERIRNATRKa curslDE. UTOIC WILL NOT PASS THROUG. A. ® ALL SOLRCES OF MINTION TO BE IS' MN ATr (� YEW DRYER TO OUTSIDE CONCRETE PATIO SIZE PER OUTER Ff R5T FLOOR FLAN, SCALE: 1(4":I'-O" I Y't 1 V m &-, I I `4 — ENER3Y CODE IWOWATION • GI-AZWL ALL GLAZM TO NAY£ U-FACTOR OF 030. • ALL EK ERIO,R DOORS TO 44YE U-FACTOR OF 020 • CEILW.-O OF HEATED AREAS TO HAVE R-45 145LLATION • ALL ABOVE GRADE WALLS TO NAY£ R-21 RNSILATION • ALL TLC OVER L14EATM AREAS TO HAVE R-30 INSULATION • GAS FURNACE TO HAVE A MINIMUM ARE OF W% C] j ly W O r M WN C.i Q S 0 N N � Z N H "!' Z � W REVIEWED FOR CODE COMPLIANCE APPROVED MAY 012020 Of City of Tukwila BUILDING DIVISION j¢ U- RE CEIVED CITY OF TUKWILA AUG 19 2019 PERMIT CENTER AREA VARY NOTES. L AREAS S14M ARE NET ARaEAS. WERIOR WALLS ARE NOT INCLUDED. 2. STARUELL IS COUNTED ON FIRST FLOOR ONLY. FIRST FLOOR HOUSE 1599 SQ FT GARAGE 8% 50 FT SECOND FLOOR HOUSE 1,316 SQ FT ADU OVER GARAGE 810 SQ Fr TOTAL HOUSE: 2,9I5 5Q FT TOTAL HOUSE « ADU: 3,125 SQ FT TOTAL HOUSE + ADU « GARAGE: 4,55150 FT UK VON 'a 0 m x 3� om -< E c= M q -.10 -i m o < Z Am q M :E 0 I c 0 8 r- 9 < Zo M 0 0 < m to o 0>0 z M j F, WE" W 0 ffli I z rti NEW SINGLE FAMLY RESIDENCE W/ ADU 5116 S 142ND ST TUKWILA, WA. 98168 T— z m RIEBE & ASSOCIATES,INC. ARCHITECTURE PLANNING 1123 MAPLE AVENUE SW SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MSN.COM FILENAME d.9 / MISC MATCH L INE FOUNDATION PLAN NOTES r • CONSTRNCTICN MATERIALS: CONCRETE MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE IRC/IBC, AND ACI CODE 318.63. CONCRETE SLUMP TO BE 5". DO NOT ADD WATER TO MIX TO INCREASE 6LU MP. PROVIDE AIR -ENTRAINMENT 5% TO T% FOR EXTERIOR CAST IN PLACE WALLS AND EXTERIOR SLABS ON GRADE. SAW CUT CONTROL JOINTS FOR SLAB ON GRADE AS SOON AS POSSIBLE AT A MAXIMIM 15' SPACING OR AT LOCATIONS SHOWN ON DRAWINGS. MINIMUM CONCRETE STRENGTH 026 DAYS)-.2,500 PSI. (PROVIDE 5 SACKS OF CEMENT MINIMUM PER YARD OF CONCRETE) EPDXY ANCHOR BOLTS/RE5AR ALL EPDXY SHALL BE DISPENSED BY THE DUAL CARTRIDGE OR GLASS CAPSULE METHODS TO INSURE PROPER MIXING. OTHER METHODS REQUIRE WRITTEN APPROVAL FROM THE LOCAL t&WICIPALITY. CLEAN CUT ALL HOLES WITH COMPRESSED AIR BEFORE FILLW. REINFORCING STEEL SHALL BE TIED IN PLACE FOR CITY INSPECTION. ALL REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 40 FOR •4 AND SMALLER GRADE 60 FOR 5 AND LARGER LAP CCNTNUOIS REINFORCING BARS 40 BAR DIAMETERS, 2'-0" MINIMUM, UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR ALL WALL REBAR WITH 2'-0" BEND. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANNAL OF STANDARD PRACTICE OF DETANING REINFORCED CONCRETE STRICTURES. CONCRETE COVER ON REBAR TO BE: FOOTW 5_3 NCHES FROM SOIL FORMED SURFACES; HEATHER FACE - I IR INCHE_INTERIOR FACE - 3/4 INCH • EXTERIOR FOOTINGS TO BE INTRENCHED V MIN BELOW FINISHED GRADE, AND BEAR ON UNDISTURBED SOIL STEP FOOTINGS AS SITE CONDITIONS REQUIRE. • ANCHOR BOLTS TO BE 1/2" d. x I'-0' a 48' O.C. (UNLESS NOTED OTHERWISE). • PROVIDE 4" CIA. PERFORATED PERIMETER DRAIN IN 6' GRANULAR FILL AT BOTTOM OF FOOTINGS UPER S FLOOR FRAMING 15 BELOW GRADE. • USE 'BRACED' OR V NBRACED' RETAINING WALL DETAILS AND 5CHEDULE5 WEN FOUNDATION WALL HEIGHTS EXCEED 4'-0' . FIELD VERIFY ACTUAL WALL HEIGHTS. • MAIN FLOOR FRAMING TO BE IN PLACE PRIOR TO BACKFILLING FOR 'BRACED' REtAINNG WALLS. 'INBRACED' RETAINNG WALLS ARE TO BE BACKFILLED PRIOR TO FRAMING FLOOR SYSTEM. >ATION PLAN AND I I MAIN rl_OOR FRAI" IINCs PLAN OPROVIDE 6 MIL (BLACK) VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE, PROVIDE 4xS DFN BEAM ON 44 POST (4x6 AT SPLICES) ON 24' P x8" PIERS W/ (2) •4 BARS EA WAY AT BOTTOM TYPICAL UNO O5TU5 OUT •4 BARS a IS' OC AT PORCH AND/OR PATIO QIB"x24' CRAWL SPACE ACCESS, WEATHERSTRIP AND INSULATE O4' CONCRETE SLAB W/ STEEL TRCUL FINISH. SLOPE TO DOOR 3". t 6 ' FURNACE BLOCK OUT. VERIFY SIZE AND LOCATION WITH HEATING V CONTRACTOR O CRAJUI. SPACE VENT VENT TO 5E1"x14" (l'XI4' / 144 • .'15 5a FT) AND PROVIDED WITH I/, CORQI51ON RESISTANT MESH, VENTILATION AREA REQUIRED: ill $0 FT. / 150 - 5.16 SQ. FT. MINIMUM NUMBER OF VENTS REQUIRED: 5.15 SQ. FT. / IS $0. FT. • T VENTS MINIMUM I MAIN FLOOR FRAMING PLAN NOTES I • PROVIDE 1/21 AIRPSPACE BETWEEN CONCRETE AND ALL NON -PRESSURE TREATED WOOD. • MAIN FLOOR JOISTS TO BE: 2x10 DFh OR BTR (141LES6 NOTED OTHERVISE). PLAN INDICATES FLOOR FRAMING DIRECTION. • ALL BEAMS TO BE 4.6 DF•2 OR BTR (UF8.ES5 NOTED OTHERWISE). • SOLID BLOCK OVER ALL SUPPORTS. • ALL WOOD POSTS TO BE P.T. 44 OR PROVIDE SEPARATION AT CONCRETE (UNLESS NOTED OTHERWISE). PROVIDE 4x6 POSTS AT BEAM BUTT JOINTS. • PROVIDE 'NERVASTRAL' WATERPROOFING MEMBRANE BETWEEN CONCRETE SLAB AND HOOD FRAIMIN.G WHERE NEEDED. • MAIN FLOOR FRAMING TO BE N PLACE PRIOR TO BACKFILLM FOR 'BRACED' RETAINING WALLS. UNBRACED' RETANING WALLS ARE TO BE BACKFILLED PRIOR TO FRAMM FLOOR SYSTEM CRAWL SPACE VENTILATION LEGEND REQUIRED: I SQ FT PER EA. 150 SQ FT THEREFORE 1563 SQ FT / 150 G 10.42 SQ FT. VENTIW. REOUIRED PROVIDED: 8"xl5" VENTS ® 54 SQ FT. EA THEREFORE 10.42 / 54 = 20 VENTS TO BE PROVIDED 10.5 SF NET. FREE VNIV VENT W/ CORROSION-RE515TANT WIRE MESH UELL (0.035") U/ MESH OPENINGS OF 1/4" IN DIMENSION t—FIREMAN. VENT PROTECTIVE IUELL WHERE SHOUN MATCH LINE FOUNDATION 4 MAIN FLN I=R,4MING FLAN SCALE: 1/4"4-0" LEGEND FIN FLR FINISHED FLOOR TOS: TOP OF SLAB RELATIVE TO FIN FLR CALLOUT TOW: TOP OF WALL RELATIVE TO FIN FLR CALLOUT ALLOWABLE SOIL BEARING FRESSURE: 2000 P5F (ASSUMED) RECEIVED CITY OF TUKWILA DEC, 2 7 2019 PERMIT CENTER { � f FFF(�:>W Z1 �y W �N7 t- > Z U `K a � N 3 O � W t- �L3 Z Z H Z � wZ N�� W (D � N �-I =0) O X O O W u- r�r WZ V1 _H �� Ld4 a W a < I- I m LLI W 0--j o W � �," 1-I W=g wu c'Q_W n/ 6T ix U to o Z N 61 w w GiT cv a u a MATCH LINE ml �I mj 10 SERIES TJI 11%1 210 SERIES TJI JOI5T$ s 192" OC H2° OC �I �I IIIV 210 SERIES TJI JOISTS s 152, 0C "I 1 ❑ ❑ UPPER FLOOR FRAMING NOTES: I, UPPER FLOOR FRAMING TO BE 2x12 NEM-FIR -2 JOISTS s I6' O.C. UATH 3/4' 055 TKi SUBFLOOR GLUED AND NAILED, UNO. ADHESIVES SHALL CONFOW TO APA SPEC, AFG OL PROVIDE T#G EDGES AT L045 PANEL EDGES. 2. BEARING WALL$ ARE SHADED. j—A�L H�AD�ERS SO'BE� xa D (1'-0' MAX AN, U 4. SOLID BLOCKING AT ALL BEARING t ALL5 AND INTERIOR SFE:AR WALL$. 5, PROVIDE DBL STUDS UNDER ALL BEAMS AND 1$ADERS EXCEPT AS NOTED. 6. PROVIDE in, GWB DRAFTSTOPS SUCH THAT THE CONCEALED SPACE Of A FLOOR -CEILING ASSEMBLY 15 LESS THAN I)WO SQUARE FEET IN ANY GIVEN AREA, A 3276 REGISTERED 1 CT DEAN IS RIEBE STATE OF WASHINGTON E,Dennis Riebe ARCHITECT "TOIIIO CHOIX 19421 141ST AVE SE RENTON, WASHINGTON 3�e"x10i2" GLB Fb-2200 NDR 4xO DM 4OR GLB Fb.2200 BM I L I � 4x$ DIM 4.10 DM HDR NDR RIEBE & ASSOCIATES,INC. ARCHITECTURE PLANNING 1123 MAPLE AVENUE SW — SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE MSN.COM 410 DM HDR 3Va xIOV2• GLIB Fb"2200 BE —1J__ I L 410 DM HDR L i j I 3YA0112' GLB Fb.2200 Bm \ B'-5"LONG — L REVIEWED FOR CODE CO. PLIANCE APPROVED MAY 012020 City of Tukwila BUILDING DIVISION RECEIVRD CORRECTION CITY OF TtlKWILA LTR# MAR 17 2070 PERMIT CENTER MATCH L INE t) 19- ol 1 UPPER FLOOR FRAMING PLAN SCALE: 1/4"=I'-O' NEW SINGLE FAMILY RESIDENCE W/ ADU 5116 S 142ND ST TUKWILA, WA. 98168 ISSUED ZII5II9 DATE 12/15/19 L. N . sm REVISION CIT11�Ev .j P 3.2 a w TYP ROOF PLAN NOTES D3 LIONJ.SPOUT LOCATIONS- SEE ALSO BLDG, ELEVATIONS 0 RIDGE VENT @24 50 N PER LIN FT (OJM 50 FT) ( 50 Sa N OR 341 SOFT. FIDE AFEA) '--LN POOT CF vEM MULLET> SAVE VENT BLOCKS UV (3) 2• PIA �SCREBED r N EACH BLOCK FOR 05 SO. FT. IEi FFEE vEMiLATN3 AREA PER 15LOCK DESWATES Nf'BER OF VENT BLOCKS TO BE PROVIDED AT E404 CCVTNJCUS EAVE LNE 1 22W* ATTIC ACCESS ATTIC VENTILATION CALCULATIONS 2 $ 4 TOTAL No. OrSAYE RIDGE yea NJMEER OF VENT VENT BLOCK$ PROVIDED ROOF AF£A PROVIDED VENTILATORS FM REO'D (Sa FT-)# EAVE RIDGE t7AFiC 1SQ. JFT LN FT # # ® 1556 51 53 2b5 ' 86Z 133 I NJ S 3123 '322 3J 32 IbO 145 633 { 0 0 5 L135 OY10 0.4 k 0.10 0 0 0 0 4 13W 63 01I 20 100 0 0 0 0 0 0 I TOTAL vim AREA CALCULATED AT mo OF TOTAL. ATTIC AREA 2 005 Sa FT. NET FREE VENT AFEA PER YEW BLOCK 3. 0,M $2 FT. NET FM vENT AREA FM LN. FT, 4 NO. OF ROOF VENTILATOM (0341 SO. FT. NET FREE VENT AEA PER ROOF YENTILATOR) Roos PLAN — ADu SCALE: 1/4"=1'-0" 3276 REGISTERED fj6GNiTT OF WASHINGTON E.Dennis Rlebe ARCHITECT ANTONIO CHOIR 19421 141ST AVE SE RENTON, WASHINGTON RIEBE & ASSOCIATES,INC. ARCHITECTURE • PLANNING 1123 MAPLE AVENUE SW — SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL. EDRIEBE@MSN.COM RC)("o*-- PLAN — NOU5E SCALE: 1/4"= I'-O" SINGLE FAMIL )ENCE W/ AD1 5116 S 142ND ST TUKWILA, WA. 98168 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 012020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 19 2019 PERMIT CENTER rTm TGN L INE C54SP WALL REQUIRED PER R602.103(3) 23A FEET REQ. 21.0 FEET PROVIDED O J 'rc o- I - �°QJryt OmOWY 0 CS-WSP WALL REQUIRED PER R602.103(3) 140 FEET REQ. I18 FEET PROVIDED CS-Wl911 WALL REQUIRED PER R602.103(3) 11.9 FEET REQ. 130 FEET PROVIDED (140 x .85) 25'-2 14 v C5-U75P WALL REQUIRED PER R602.103(3) 9.4 FEET REQ 130 FEET PROVIDED i oEl O m � eLu Lt- MATCH L INE �m FIR5T FLOOR LATERAL 5RAGING PLAN SCALE: 1/4"= I'-0" a' w 0 0 e (2) FULL HIEGHT STUDS EA OF HEADER AT 5' TO 8' Of CS-WSP WALL REQUIRED PER R602.103(3) V FEET REQ. (3) PORTAL FRAMES SEE I/A42 (CS-PF) FIGURE R602.10b.4 2015 IRC NOTES: SEISMIC DESIGN CATEGORY • D2 85 MPH WIND LOAD, EXPOSURE "B" N w WALL CONSTRUCTION = CS-W5P PER 3 it R602JOA.2, R602.10.1 AND R604 g A _ MIN. 4 FOOT WALLS AT ALL CORNERS PER R602.1022.1 N a NASTEN ALL MEMBERS PER IBC AIL ING SCHEDULE THIS SHEET A U L3 q tU z Z �-I �o F { Z d- {Kru ' �tv J 10 HMN Q FT�� LL N N / � 0 " Q (.� (e �`//.� `ice ly LiZ�s�N ::) zS4 yW r LLI > Q W m -0 �U 4 I W�10 W- az�o wN N Z "¢ N W S m ^a'aW WU P4 Q IN REVIEWED FOR CODE COMPLIANCE APPROVED MAY 012020 --City of Tukwila TYPICAL C-646P SHEAR PANEL CONSTRUCTION 7 APA RATED SHEATHING: 1/16" OSB ONE SIDE NAIL SIZE t SPACE ® EDGES: 8d ® 6" OC STUD d BLOCKING AT ADJOINING EDGES: 2x 2x BOTTOM PLATE TO RIM BELOW, 16d 6 6" OC DBL TOP PLATE TO RIM JOIST: LTP4 e 18" OC OR RBC 6 22" OC TOP PLATE TO TRUSS BLOCKING: a35 a 30" OC OR RBC 8 22" Or - ANCHOR BOLT TO CONC BELOW: 5/64 9 46" OC RECEIVED _ CAPACITY (PLF) 5E15MICNIIND (DF VALUESk 260/365 CITY OF TUKWILA 1 /'"� �y /1� DEC 2 7 2019 SI-NEAR PANEL NOTES ® PERMIT CENTER I. INSTALL PANELS VERTICALLY 2. BLOCKING 15 REQUIRED AT ALL PANEL EDGES 3. PROVIDE SHEAR WALL SHEAHING AND NAILING FORH TEH ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD HAILING IS 12" OC, 5. BASED ON 0.131" x 1 t/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2 1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. 6. DBL STUDS MAY BE USED IN LIEU OF 3x STUDS. T. ANCHOR BOLTS SHALL BE PROVIDED W/ STEEL PLATE WASHIER5 V4" x 3" x 3". EMBVED ANCHORS A MINIMUM OF T" INTO THE CONCRETE. EDGE OF PLATE WASHER A MAXIMUM OF 12" FROM THE SHEATHED SIDE OF THE SHEAR WALL. 8. PRESSURE TREATED MATERIALS CAN CAUSE EXCESS CORRISON IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTORE PLATES (FRAMING ANGLES, ETC) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. 9. AS AN OPTION TO FRAMING CLIPS SHEATHING IS TO EXTEND FIRM MUDSILL TO MIDDLE OF STRUCTURAL RIM. 10. SIMP50N MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH A MAXIMUM SPACING, OF 36" OC. a� w moo rn o C-4 W 3 z z J W 04 A (DFOR &,EAR MIR YXII NET (DFOR A PANEL 5PLICE (IF EXTENT cc -E4DEa HEADER REQUIRED. (MAY BE NEEDED). PANEL EEDGES544ALL 511GLE BE BLOCKED,AND OCCUR LUTHIN . . . . .. . (D2LARF,15TENI 5HEAT-11W. TO 14EADER 24'OF MID-PEIGPT. ONE ROW Or L01 ed COMMON TYP,,544EATWIW. TO FRX'ING �: �,, A�j" NAILING 15 REQUIRED, 1, 2.4 BOX NAILf, IN BLCCrIW, 15 UI THE 2.4' A5 51� IID,3"0 FR,41W, (5TUV L SSE NAILED T06EETHER50TH AND $ILL5) TYP- (B) V�d SINKERS. NUOU5 -4 REBAR AT . . . To HBAD" (2) CONTI ....... 10 (D G) . . . . (�)FI TOP PLATE FOOI "U, ROI OF 1I SINKER -4 REEAP 4'FROM TOP -4 C4 NAILS AT 3' O.C. T*TP. - 17, Or. (4)LSTA[b STRAP (BACKSIDE). 1 .3 LOOPNIOORE$ATLO EFXTPERNEDNETO t. RECEM ,IALL 05 MN. WIDTH-162FOR ONE 6TORY 4 T 6TRUCTURES, 4 FOR USE IN THE PI OF TW STORY STRUCTURES oe (0, MIR (:) 2z4 (ALL DP-2) OR tm.& 01 p 1A6' 05F e+EIATHW, MIN, p fUND ON I-QU5 FLAT) ? 0 OR W 5TE1 -L HEADER EX -ENDED 0 YER 5HEARJ4LL 0 5I8' ANCHOR BOLT tLV 1* EMBED ON 4-A W1 MIN i',YXZWPLATE WAN -ER DBL BOTTOM PLATE Ftn r OR"I AL FRAME NO SCALE A am FAI CS-UJSP WALL REWIRED PER R602JO3(3) 11.24 FEET REQ. 113 FEET PROVIDED 241-0" MATCH LINE ul ----------- slirV 055 UNDER GYP �g� � UNDER NSOLID) BLOCK JOIST AT 16" OC — - — - — - NI WE WALL NAIL BOTTOM PLATE To '3/16" 01 UNDER GYP Q1 > SOLID BLOCK JOIST AT IVI UNDER WALL. NAIL BOTTOM PLATE TO BLKG W/ (3) I&d. cl 8! CS-116P WALL REQUIRED PER R( .02.103(3) 23.4 FEET REa 210 FEET PROVIDED --jjE-VI-E-1JVF-D FOR CODE COMPLIANCE APPROVED MAY 012020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 2 7 2019 PERMIT CENTER ff SECOND FLOOR LATERAL 5RAGING PLAN SCALE: I/4"=I'-0` V) 00 2,- C14 1z z F- U) z P 4 111 CS-Urof' WALL REQUIRED PER F602,103(3) 1124 FEET REQ. 11,5 FEET PROVIDED 24'-0" SOUTH ELEVATION SCALE: 1/4"=1'-O" 3276 REGISTERED I CT DVIS RI STATE OF WASHINGTON E.Dennls Rlebe ARCHITECT TOP PLATE FIN FLR TOP HATE r FIN" arr ONTO Cxoix 19421 141ST AVE SE RENTON, WASHINGTON RIEBE & ASSOCIATES,INC. ARCHITECTURE PLANNING 1123 MAPLE AVENUE SW — SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MSN.COM wu rn¢rt�wt VWi NEW SINGLE FAMILY RESIDENCE Wf ADU 5116 S 142ND ST TUKWILA, WA. 98168 SOUTH ELEVATION SCALE: 1/4"=P-0" REVIEWED f OR CODE Cnanoi IANCE :D 20 11a SION e KATE — FM FLR f. PLATE — FIN FLR J \ / RECEIVED CITY OF TUKWILA EAST ELEVATION AUG 19 2019 SCALE: 1/4"=l'-0" PERFAIT CENTER ff '0* MEN OF F ibis' Wr=VT ELEVATION ATIOI SCALE: 1/4"=I'-O" TOP PLATE w FN FLR s� TOP PLATE FIN FLR MWINIO CHOIX 19421 141ST AVE SE RENTON, WASHINGTON u Z 15 REVIEWED FOR ---- - CODE COMPLIANCE - ---- --- LAPPROVEJDAY 012y of Tuk— — ING DIV RECEIVED CITY OF TUKWILA NORTH! ELEVATION AUG 19 2019 5GALE: 1/4"=1'-O" Z) / ?- (5116!� PERIu11T CENTER RIEBE & ASSOCIATES,INC. NEW SINGLE FAMIL ExrmtoR ARCHITECTURE • PLANNING RESIDENCE W/ ADU Pl-EVATIals 1123 MAPLE AVENUE SW - SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MSN.COM 5116 S 142ND ST TUKWILA, WA. 98168 BUILDING SECTION B-B SCALE: 1/411=1'-O" tOP - - HATE - - - - - - - - - ,:- - TOP PLATE MDR NT '.i NDR NT BEDRUdM ed "7— s o A FIN FLR, * FIN FLR Y z sm sm - TOP PLATE TOP PLATE � e 1 MILY ROC" I KIT ! O NNG s _ R-21 WSU.AIION J ! ! j j R-21 INSILATION - FIN FLR - I ( FIN FLR R-w INSILATION _ FIN GRADE -\ /-- FIN GRADE 3276 REGISTERED I CT DAIS Rl STATE OF WASHINGTON E.Dennis Rlebe ARCHITECT BUILDING SECTION A -A SCALE: 1/4"= I'-O" RIEBE & ASSOCIATES,INC. ARCHITECTURE PLANNING 1123 MAPLE AVENUE SW — SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MSN.COM REVIEWED rOF-- CODE CON4PL1ANCE APPROVED MAY 012020 City of Tukwila BUILDING DIVISION NEW SINGLE FAMILY RESIDENCE W/ ADU BIIII-GNG SECTIONS 5116 S 142ND ST TUKWILA, WA. 98168 RECEIVED CITY OF TUKWILA AUG 19 2019 PERFOIT CENTER l.a I FN ORA 15UILDING 5ECTION D-p SCALE: 1/4"-1'-0" ANTONIO CHOIK 19421 141ST AVE SE RENTON, WASHINGTON m rof FN FN IEBE & ASSOCIATES,INC. ARCHITECTURE • PL_ANNING 1123 MAPLE AVENUE SW - SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MMSN.COM 5UILDING SECTION C-C SCALE: 1/4 I'-O" SINGLE FAMIL )ENCE W,/ AD1 5116 S 142ND ST TUKWILA, WA. 98168 BUILONG SECTIM REViL--vvN -01 CIEODE COAAtPLF14C APPROVED MAY 012020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 19 2019 PERrAIT CENTER 1 INSTALL SAM PER DIAGRAM, LEAVING RELEASE PAPER ON CN BACK SIDE OF SAM, PLACE PLACE PAPER SIDE AGAINST SHEATHING AND ATTACH BY STAPLING OR NAILING ALONG TOP EDGE. 2 CUT SAi TO THE WIDTH OF THE WINDOW OPENING (PLUS 6") AND ALIGN PER DIAGRAM. REMOVE RELEASE PAPER AND ADHERE, FOR ADDITIONAL ATTACHMENT, ALLOW 1/2" MIN STAPLE ALONG TOP OF JAMB TO FOLD OVER EDGE AND IR" EDGE FOLDED INSIDE EDGE OF • OVER FRAMING. DO NOT STAPLE ' FRA7'11FKa 3" ANYWHERE ELSE ALLOW 3" MIN. TOP COVE UP BOTH JAMBS. 6 INSTALL SAM PER DIAGRAM, ADHERING TO THE WINDOW SILL, NAILING FLANGES AND THE SAM INSTALLED IN FREACUS STEPS. 7 INSTALL � SAM PER DIAGRAM, NAAIILI FL TANGES AND T14E JM18 SAM INSTALLED IN FREVIO)S STEPS. v 8 INSTALL SAM PER DIAGRAM 3 CUT SAM WING PIECES PER ADHERNG TO THE WINDEAD DIAGRAM. FOLD IN HALF fLANGE AND SHEATHINGOW fa LENGTHWISE. REMOVE RELEASE PAPER INSERT INTO 51LL/JAM5 INSIDE CORNER ADHERING TO UPON COMPLETION OF STEPS JAMB t SILL. FOLD REMAINING / !b,1, 6), USING A J-ROLLER APPLY 3° SAM OVER 1 ADHERE TO SILL PRESSURE AND ROLL ENTIRE 41,= f\7 FACE PIECES. SURFACE OF SAM TO REMOVE WRINKLES AND AIR POCKETS. 4" INSTALL SAM JAMB PIECES PER 4 DIAGRAM, ADHERING TO SHEATHING AND FRAMING. — VISUAL OF COMPLETED FOR ADDITIONAL ATTACHMENT, ASSEMBLY STAPLE PERIMETER EDGES ABOVE SILL AREA UPON COMPLETION OF STEPS (I THRU 4) USING A J-ROLLER APPLY / SIDING PER ELEVATION / CAULK SIDING / TRIM PRESSURE AND ROLL ENTIRE SURFACE OF REMOVE JOINTS UIRIINKI.ES !AIR POCKETS. R WEATHER BARRIER TO TUCK UP 5/44 TRIM—'IM— UNDER SAM INSTALLED IN STEP ONE. 5/4xb TR- 5INSTALL FLANGED W PER WINDOW MANUFACTURER'S Xr� INSTALLATION INSTRUCTIONS. L WINDOW FLASHING INFORMATION HANDRAIL, HANDGRIP NOT LESS THAN 1'0, OR MORE THAN 2' IN t BALLIMR5 TO ISE SPACED SUCH THAT A 4't SPHERE WILL NOT PASS THROUGH HANDRAIL ENDS SHALL BE RETURNED TO THE WALL OR NEWEL POST 10, HANDRAIL SHALL NOT PROJECT MORE THAN 3Ue'. INTO STAIR WIDTH MIN HANDRAIL SHALL BE CONTINUOUS RILL LENGTH OF STAIR a m XS STAIR TREAD W/ tz" 2x4 CLEAT: CUT STRINGER AROUND CLEAT--, 4.2 FIREBLOCKING IN SIDEWALLS IN LINE W/ STRINGERS (3) 2x12 STAIR STRINGERS TYPICAL LANDING: 3/4' PLYWOOD SUB FLR 1x8 J5T5. 16, OC —(1) SIMPSON A35 FRAMING ANCHORS a EA 5TRIPY.roER SPACE UNDER STAIRS: PROVIDE — 'X' GJIB ON ALL WALLS AND CEILING n22 STAIR DETAIL STAIR,.dwgl TYPICAL EXTERIOR WALL CCNST SEE 2/All CAULK ALL SIDING /TRIM JOINTS 2x2 CEDAR TRIM TYPICAL EXTERIOR WALL CONST SEE VAT[ I INSIDE COWER TRIM TYPICAL EXTERIOR WALL CONST =SEE 2/ATI OUTSIDE CORNER TRIM CO NER TRIM DETAIL F—YPICAL ROOF CON5T. 5EE 3/ATJ TYP EXT WALL PER I I �O0FI DETAIL EXTERIOR WALL -ER DETAIL 2 R-30 6 MIL POLYETHELENE VAPOR BARRIER (BLACK) INSULATION HORIZ. TRIM FLASHING SEE FLASHING DETAILS R-IUD RIGID INSULATION TYPICAL 0 WINDOW 4 DOOR IN EXTERIOR ENVELOPE INSULATED NDR DTLSCALE: dw 2X2 ALUM ROOF EDGE FLASHING 'DIARQVPAL EA SIDE MW AT 36' SNE STAIR IYJ M "WALLS TO Extvo io wui L ro a m n•� TCR �C" Rk. AT xoEe AM ritual J ROOF ASSFt LY B DTCOMPOSITION SHINGLES - STYLE PER OU.NER PELT 1116' 080 SHTG W/ V1" COX PLYWOOD + OVEPoNANGS PRE-FAB TRUSSES s 24' OC R-45 INSULATION -1x3 TRIM O/ - 5/8" GIB 5/410 RAKE TRIM INSULATION BAFFLES a EAVE VENTS. EXTEND b' ABOVE TOP OF INSUL xW SKIRT I° MINIMUM AIR SPACE OVER ALUM GUTTER _ ..... EDGE FLASHING _�' RIB rrP 5/48 ASCtA ann vd:A�6 w Irs' cwurtfR • NOSE ttr FOR ADRT'L TYP EXT WALL PER 3/AIJ NT R,FD[a'tATION 51MPSGN HI Qs (HURRICANE CLIP)— EA TRUSS TYP PER 0 � _ (31 DN SiRRY>F.RB 314" T1G PLYWD 5UBFLOOR OVER JOIST PER PLAN — SILL PLATE ! ANCHOR BOLTS PER DETAIL I TIE TO STOPoM SYSTR _ FILTER FABRIC GRAVEL ,-4" a 4W. DRAIN TIGHTLINE TO STORM SYSTEM DETAIL BAIR PER Iilll1l..i ��1=''d I 1lild I It IIII. g� FOUNDATION DETAIL -I STAIR CONST EXTERIOR WALL ASSEMBLY SEE 2/AIJ UPPER FLOOR ASSEMBLY (ADU) FLOOR COVERING PER ODUNER 3/4' T* PLYWOOD SPa II T/8" 210 SERIES TJI R-30 SATT INI CS STRAP WHERE SHOWN ON FLOOR— FRAMWG PLAN -SEE 2/Al2 A SIDING F'ER ELEVATION FIN GRADE C�>4R — EXTERIOR WALL PER DETAIL 1 -PLATE < AB PER DETAIL 1 4" CONC. SLAB OVER 6 MIL V15MEEN (BLACK) VAPOR BARRIER CN TOP OF 4" PEA GRAVEL SLAB CUSHION ON COMPACTED OR UNDISTRUBED SOIL. PER DETAIL I 5� FOUNDATION DETAIL FDTNS 3� fi�00F DETAIL SCALE: 3/4 "• F-0" Awc EXTERIOR WALL ASSEMBLY SIOW..a PER ELEVATIONS OVER (LEATHER RESISTIVE BARRIER OVER i/K' 055 SHTG BLOCKED ON ALL EDGES, ATTACH UV Sd • 4' OC ALL EDGES 1 12' OC IN FIELD TYP CN 2x6 STUDS r 16, OC W/ R-21 BATT INSULATION W/ VAPOR BARRIER V2" GUB 0 n UM=`ERR FLOOR ASSEMBLY 41Oc (H4/WE) TYPs FLOOR COVERING PER OWNER 3/4' T1G PLYWOOD SUSFLOOR -FAB OPEN DIES TRIBSES - LOCATE MR FLAN 5/8" R-30 BATT NSULA CS STRAP UA-ERE SHOWN ON FLOOR FR41M PLAN -SEE 21A11 G�1 ' - SIDNi PER ELEVATION �2) SCALE: 3/4"-1'-0" 2x6 PT PLATE W/ In"t AB's AT 48" OC A MAX OF 112' FROM PLATE ENDS W/ 3" 50 WASHER PLATES SILL SEALER 4" CONC SLAB OVER b MIL VAPOR .- BARRIER--� 00 U V"00 U ll"00 10 s Li 4OR17 TIE TO 17 — R-10 RIGID IN SUL 111— m I-1 I I-1 I (2) •4 REBAR CONTINUOLS- j+—i, , j j� FOUNDAT DETAIL .dw EXTERIOR WALL MR DETAIL 2 RECEIVED CITY OF TLIKWIL. DEC 2 7 2019 PERMIT CENTER 41t DCWN5POUT LNE - TIE TO STOffetM SYSTEM 0 PER CIVIL a cD v ass v U W Ld h ¢ W W cjLq z Z H4 H 41 Wer c4 V) 00 N =rn �� X 0 W �z 6� W Z r-r WWZ < On I— m �Lj U LU to W az�Lj WH g�N� Z cL w W U 200 U) W zz �J C FOR COIl�7PLIANC E XPrPROVED QMAY 012020 City Of Tukwila m i a SIDING PER ELEVATION INSTALL PER MAN. REGN1'T5 t RECOMMENDATIONS WEATHER RESISTIVE WEATHER BARRIER SYSTEM — BARRIER WINDOW HEAD FLA5H'G SEE BELOW 24 GA ROOF FLASHING W/ HEMMED EDGE \ FLASHING TO NAILED � THRU VERTICAL LEG ONLY 'mot' Dja SLOPED ROOF TO WALL .dwi WATER INTRUSION NOTES L PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF PREFABRICATED FLASHING5 FOR ALL CONNECTION CCNDTICNS IN THE WEATHER RESISTANT BARRIER FOR REVIEW BY THE ARCHITECT. FAILURE i0 OBTAIN AN APPROVED SET OF DETAIL SHOP DRAWINGS SHALL RELIEVE THE ARCHITECT OF ANY AND ALL LIABILITY REGARDING ALL DECK CONSTRICTION AND WEATHER RESISTANT BARRIER FLASHW. CONDITIONS. SEE FLASHW's DETAILS AND NOTES THAT ILLUSTRATE THE DESIGN INTENT OF THESE DRAWWGS. 2. IT IS THE INTENT OF THESE DRAIZW55 TO ILLUSTRATE THE MINIMUM REQUIREMENTS. MORE STRW.ENT N5TWCTICNS REQUIRED BYMANUFACTURES, SUPPLIERS OR INSTALLERS TO MAINTAIN GAURANTEES OR WARRANTEES SHALL BE COMPLETELY FOLLOWED. 3. WATER RESISTIVE BARRIER IS TO BE INSTALLED N CONFORMANCE WITH CHAPTER 14 OF THE INTERNATIONAL BUILDING CODE. 4. ALL WINDOWS AND 5LIDNG GLAS5 DOORS SHALL BE PRE-MANFACTURED VINYL UNITS. ALL INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS OF THE MANUFACTURER SHALL BE COMPLETELY FOLLOWED. 5. ALL SEALANTS USED SHALL BE COMPATIBLE WITH, AND APPROVED BY, THE MANUFACTURERS OF ALL MATERIALS AND PRODUCTS TO WHICH THESE SEALANTS ARE APPLIED. THE CONTRACTOR SHALL BE TOTALLY FEESFG4618LE FOR THE APPROPRATE SELECTION OF THE PROPER TYPE OF SEALANT FOR THE INTENDED USE. 6. ALL SEALANTS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND RECCMNENDATICN5. EXTERIOR WALL PENETRATION FLASHINGS PROVIDE OUICKFLASH FLASHIW. PANELS AS NOTED BELOW AT ALL EXTERIOR WALL PENETRATIONS: PIPING: P-50 FOR PIPNW. I/2' TO 3/4" IN SIZE P-I00 FOR PIPING I U2" TO 13/4" N SIZE P-200 FOR PIPNG 2" TO 2 1/2" INSIZE P-300 FOR PIPING 3" IN SIZE AND 4" SINGLE WALL SHEET METAL P-400 FOR PIPING 4" IN SIZE AND 5" SW3LE WALL SHEET METAL P-600 FOR PIPING 6" IN SIZE NCLUDNG SINGLE WALL SHEET METAL ELECTRICAL: E-SGB ELEC. SINGLE GANG BOX FLASHIPK PANEL E-3/0 B ELECTRICAL 3/0 BOX FLASHWG PANEL E-4/0 B ELECTRICAL 4/0 BOX FLASHING PANEL CONTRACTOR SHALL 05TAN MAN.FACTURER'S INSTALLATION INSTRUCTION5. ALL INSTALLATIONS SHALL BE N ACCORDANCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS. INTRUSION NOTES 26 GA GALV HEAP E FLASHING -PRIME t v PAINT TO MATCH TRIM ------------ — M WIDTH 4/5" A INTERIOR FINISH PER OUNER 5/4 x 6 TRIM SEALANT t BACKER ROD UNP/DOOR HEAD DETAIL HOLD SIDING UP I" STEP FLASHING SHNGLED WEATHER BARRIEF NOTES: I INSTALL DIVERTER FLASHING / FLUSH W/ FASCIA BD. 2. TRIM SHINGLES TO FIT 3. DIVERTER FLASHINGW. ALED TO DRAIN E DIVERTER FLASHI ROOF SHP43LES FACIA BOARD SAM R£UFORCNG MEMBRANE TRIM TO FRONT OF FASCIA n-1STETS P FLASHING DETAIL SEALANT SEALANT t SIDING PER ELEVATION BACKER ROD INSTALL PER MANF. INSTRUCTIONS SEE WATER INTRUSION NOTES AND RECOMENDATION5 OVER APPROVED WEATHER: BARRIER 1/4° MIN•1/2"MAX 5/4 x 4 TRIM 12 WND/t OOR JAMS DETAIL w, WINDOW SEALANT a BACKER R 5/4 x 6 TRIM WEATHER BARRIER SYSTEM SEALANT SIDING PER ELEVATION INST4LL PER MAN. REGM'TS a RECOMMENDATIONS WAL, ASSEMBLY AND SHEATHII PER APPLICABLE DETAILS — WINDOW SILL DETAIL i1 SCALE: 3 -0" INTERIOR FINISH PER REViE` vi:D rtir< CODE COIN4PLIANCE APPROVED MAY 012020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWII DEC 2 7 2019 PERMIT CENTE a S NOTE: SOS SIM5OLS MAY NOT APPLT. SEE ELEC. PLANS GFI Wa - ® (II0) DUPLEX OUTLET (110) DUFILEX OUTLET, HALF-SWIT04M (110) DUPLEX Omv, GRaw-FAULT-IHTEmpt (110) DUPLEX OUTLET, U 4TEFPROOF (22m) TXIGN.EX oUTU.ET (110) .AtKTION BOX DIRECT WRED CABLE TV CUTLET TELEFTHOE JACK DATA JACK: (N FACE PLATE U11 (1) PHONE ♦ (U CABLE SWTC42-WIRE) SINGLE -POLE SWTCW3-WRE)D=LE-POLE CEILING LIGHT, FLUSH MOUNT FLUORESCENT CEILING LIGHT, RECESSED FLUORESCENT CEILING LIGHT, FLUSH MOUNT INCANDESCENT CEILING LGNT, PENDANT CEILING LGNT, RECESSED CAN C61LNG LIGHT, SPOT MNI-PENDIENT - HALOGEN LIGHT CEILING LIGHT, RECESSED FEAT LAMP WEX6 "T PAN ( 50 CRT UNO.) SEE NOTES BELOW E)UN"T FAN ( = CFM • KITCHEN UNO. ) (so CRT BATHANTILITY UNO.) SEE NOTES B&M CEILING SMOKE DETECTOR NTERSCHNECT SMOKE O DETECTORS, RAM WE N PROVIDE BATTERY RAMP COBNATICN CEILIG SMOKE DETECTOR t CAR"MOOXIDE ALARIt O NTERX"CT WTH SMOKE DETECTORS, HARD WRE 111 BATTERY BACKUP. } U ALL LIGHT. (LUSH MOUNT RUCADE6MR LCW VOLTAGE HEAD N PANEL BOX ELECTRIC SERVICE PANEL 15 F£RCENT OF ALL INTERIOR LIGHTS 40 ALL PEFMNENTLY MONIED EXTERIOR LIGHTS SHALL BE NGN EFPICACY FIXTURES PER 105EC R4041 EXHAUST FANS DESIGNATED 'W#' AM TO BE 'WOLE HOUSE FAN' PER THE VENTILATION AND NDOOR AIR CUALIIY CODE. W/ AUTOMATIC TIMER SUTGN N MAXIMUM SONE RATING OF 15 ALL EXHAUST FAN CPM RATINGS * IS U.G ALL DUNAILST DUCTS TO TERMINATE OUTSIDE OF ELDG. A MR OF Y-O' FROM WNDCW OPENINGS. RECESSED CAN LI4115: WEN INSTALLED IN THE BUILDING ENVELOPE. RECESSED LIGNTI6. FIXTURES SHALL BE TYPE IC RATED AND CERTIFIED UNDER ASTM E283 AS HAWN. AN AIR LEAKAGE RATE NOT MORE TWAN 20 CFM WEN TESTED AT 131 PSF (15 pa PRESSURE DIFFERENTIAL AND SHALL NAVE A LABEL ATTACHED SHOWING C,O'MIANKE WTH NIS TEST METHOD, ALL RECE55ED LUMINAIRES SHALL BE SEAM WRH A GASKET OR CAULK DET11M THE HOUSING AND RE INTERIOR U14LL OR CEILING COVERING. WSEC R402AA 1-11ATCH LINE TO FHOTOCELL A, i i W, AFG TO PHOTOCELL A, i SD' AFG 3276 REGISTERED g6CNIT�CT STATE OF WASHINGiON E.Dennis Riebe ARCHITECT Ah'TONIO CHOIX 19421 141ST AVE SE RENTON, WASHINGTON MATCH LINE FIRST FLOOR ELECTRICAL PLAN SCALE: 1/4"=1'-0" RIEBE & ASS©CIATES,INC. ARCHITECTURE PLANNING 1123 MAPLE AVENUE SW - SUITE 270 RENTON, WASHINGTON 98057 PH:(425)226-5344 FAX:(425)226-5344 EMAIL: EDRIEBE@MSN.COM [SEW SINGLE FAMILY RESIDENCE Wf ADU 5116 S 142ND ST TUKWILA, WA. 98168 R F A A �'I� RECEIVED CITY OF TUKWILA AUG 19 2019 l� PERMIT CENTER ELECTRICAL SYMBOLS NOTE: SOME SYMBOLS MAY NOT APPLY. SEE ELEC. FLANS. G=1 UP chi ® (110) WFLEX OFH.ET (110) WF LEX 0mu. HALF-SUTCFED (110) DUY.EX 0MLEt, C-9W.0-FA LT-MTERFILK (110) DWILEX OM -EL UATMUFDOF (220)DUPLEX CUTLET (110) ANCTICTN BOX, DIFECT WIRED CABLE Tv CUTLET TELEPHONE JACK DATA JACK: (1) FACE PLATE W)11) FNDNE . (I) CABLE 9MTCH(2-WIFE) STYLE -POLE SWTD43-WEE) DOUBLE -ROLE CEILM LKTHL FLUSH MOUNT FLUORESCENT CEILING LIGHT, Mr-ESSED FLUOF£SCEM CEILM LaIT, FLUSH MOM INCANDESCENT CEILW. L*W, PENDANT CEILING LIGM, MCE56M CAN i / '2•z 2 \ — MICRDA�AN ��® 100 CM'i O Fo --- z I ITCF EN 10) CciLIY. L*W. SPOT g MINI-PENDW - HALOGEN LIGW CEILm LKMT, RECESSED +EAT LAMP uE*wUST FAN (DO CFI ONO.) SEE NOTES DELOU EXHAUST FAN ( W CFM A KITCHEN UNO. ) (So CAM * 13ATW JTILITY UNO. ) 80 NOTES BELOW CEILING SMXZ DETECTOR NIERCONNECT SMOKE DETECTORS, HARD URE N PRWDE BATTERY BACKII' COMBINATION CEILING SMCM DETECTOR I CARBGN MONOXIDE ALARt INTERCOtNECT WITH SMOKE DETECTORS, HARD WE WI BATTERY 54OW WALL Lr4-R FLU614 MOUNT NCADCOCN3tt LOW vOLTAGE VEAD IN PANEL BOX ELECTRIC SE!"CE PANEL 15 PERCENT CF ALL INTERIOR L&M AND ALL F£RMAFEMU.Y MOIM'ED EXTERIOR LIGHTS SHALL BE 14K•N EFFICACY FIXFURES FM UBEC R4041 EXHAAST FANS DES04ATED •Wfl ACE TO BE 'W OLE NOOSE FAN' PER THE YEM ILATICN AND INDOOR AR QUALITY CODE, W) AUTOMATIC TM BWITCH N MAXIMM SOE RATING OF 15 ALL E)( A"T FAN CM RATOW • 25 M ALL EXHAUST DUCTS TO TERMNATE OUTSIDE OF BIM A MR OF X-0• FROM WI DCW OF£NWS. RECE85ED CAN L*WS: WFEN INSTALLED N THE BUILDING ENvELOF£ RBCESSED LICMW. FIXFIlfES SHALL BE TYPE IC RATED AND CEWFIED UNDER A5TM E283 AS RAVING AN AIR LEAKAGE RATE NOT MORE 1" 20 CFM WEN TESTED AT 1,51 PSF (15 pa PF£MM DIFfEliENnAL AND %4ALL NAVE A LABEL ATTAOED %NOUN COMPLIANCE WTH THIS TEST METHOD. W.I. IMMSSED LUIlK4MS SHALL BE SEALED WM4 A GASKET OR CAULK BET IM THE NCUSING AND THE INTERIOR WALL OR CEILNY COVERING. WSEC R402AA MATCH LINE IE■I�ll�i BEDROOM 4 BAT( I BEDROOM 5 BEDROOM 2 . / .r MATCH LINE 5ECOND FLOOR ELECTRICAL PLAN SCALE: 114"=l'-0" RIEBE & ASSOCIATES,INC. NEW SINGLE FAMILY ARCHITECTURE PLANNING RESIDENCE W/ A U 1123 MAPLE AVENUE SW — SUITE 270 RENTON, WASHINGTON 98057 5116 S 142ND ST PH: (425)226-5344 FAX: (425)226-5344 TUKWILA, WA. 98168 EMAIL: EDRIEBE@MSN.COM RECEIVED CITY OT TUKWILA AU61 9 2019 pl~Rm11T CENTER ISSUED 2/15/I J DATE N . REVISION l/1@/19 GITT REY SEPARAT PERMIT A a