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Permit D19-0197 - CARY LANG CONSTRUCTION - NEW SINGLE FAMILY RESIDENCE
FOSTER POINT 13031 57 AVE S FINALED 03/26/2020 D19-0197 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 2172000276 Permit Number: 13031 57 AVE S Issue Date: Permit Expires On: FOSTER POINT D19-0197 10/28/2019 4/25/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NEFF DENNIS D 13036 56TH AVE S , TUKWILA, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (206) 423-5055 Expiration Date: 9/26/2020 DESCRIPTION OF WORK: CONSTRUCT A NEW 2621 SQUARE FOOT SINGLE FAMILY RESIDENCE WITH A 577 SQUARE FOOT ATTACHED GARAGE AND A 146 SQUARE FOOT COVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION AND INFILTRATION, WATER METER W/SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, PAVEMENT CUT AND PAVING, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER AND OTHER UTILITIES. Project Valuation: $385,948.13 Type of Fire Protection: Type of Construction: V-B Electrical Service Provided by: Sprinklers: Fire Alarm: Fees Collected: $55,451.28 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 20152015 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ9646B: y Code: 0707 21 Public Works Acdvbiez [hanne|isdon/SthpinQr Curb[ut/Acces$S|dewa|k: Fire Loop Hydrant: Flood Control Zone: Hav|ing/Dveobeioad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 140 Fill: 90 Number: 1 1 1 Yes Permit Center Authorized Signature�� | hearbYcertify that | have read anaN6xaminedthb 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 nrlocal laws regulating construction nrthe performance ofwork. |amauthorized tosign and obtain this development permit a�.&Qree to the conditions attached to this permit. Signature: Print Name: �� mM This permit shall become null and void ifthe work isnot commenced within lVOdays for the date ofissuance, or if the work 'is suspended or abandoned for a period of 180 days from the last inspection. � ~— PERMIT CONDITIONS: ~~ 1: Tree removal of any tree on site with a diameter at breast height (dbh) greater than 6 inches will require a Tree Permit found here: http://www.tukwilawa.gov/wp-content/uploads/DCD-Apps-Tree-Permit.pdf. Z: 'BUILDING PERMIT [OND[O0NS~~* 3; 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. 4: 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. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 12: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 13: 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 wafer heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping, 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 23: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 24: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed 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 cfthe Plumbing Inspector. |tshall bethe duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 30: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision bmade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R-3. Jl: Plastic and copper piping running through framing members towithin one (1) inch ofthe exposed framing shall beprotected bysteel nail plates not less than 18gauge. 32: Piping through concrete or masonry walls shall not be subject to any 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 |naccordance with the requirements ofthe building code. 34: Piping inthe ground shall belaid unafirm bed for its entire length. Trenches shall be backfilled in thin layers tntwelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, dnderfil|,frozen earth, orconstruction debris. 35: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance ofthe jurisdiction. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 38: ***PU8UCWORKS PERMIT [OND|T0NS*** 39: The applicant mcontractor must notify the Public Works Inspector at (206)4]3-0l79upon commencement and completion ofwork atleast 24hours inadvance. All inspection requests for udUtyvvor must also be made 24hours inadvance. 40: Prior toconstruction, all utilities inthe vicinity shall befield located. NOTE: For City ofKvkwi|autility locates, call 811arl'O00-424'555S. 41: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00p.m.and weekends. 42: No work under this permit during weekend hours without prior approval by Public Works, Coordinate with the Public Works Inspector. 43: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector, Traffic Control Plans shall hesubmitted tothe Inspector for prior approval. 44: 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. 45: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep nrotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed) Notify Public Works Inspector before l2:0D Noon onFriday preceding any weekend work. 46: Any material spilled onto any street shall becleaned upimmediately, 47: Temporary erosion control measures shall beimplemented as the first order ofbusiness tnprevent sedimentation off -site orinto existing drainage facilities. 48: The site shall have permanent erosion control measures inplace as soon aspossible after final grading has been completed and prior tothe Final Inspection. 49: The Land Altering Permit Fee is based upon an estimated 140 cubic yards of cut and 90 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 in permit fee prior tnthe Final Inspection, 50: From October 1through April 3lcover any slopes and stockpiles that are 3H:lVorsteeper and have a vertical rise nf10feet ormore and will beunworkedfor greater than 1Zhours. During this time period, cover ormulch other disturbed areas, ifthey will beunwndedmore than 2days. Covered material must bestockpiled nnsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 51: 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, 52: Pavement mitigation fees may apply to this permit, Amount estimated to be xxx sq. ft. x $xx.xx per sq, ft.= $x,xxx,xx, Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 53: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation, Location ofmai|hox(es)installation shall becoordinate with Public works, 54: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 55: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of 1,297.22 based on one single family house inZone Z. 57: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public hXht-uf+way 56: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual &Tw1[l430D80. 58: Project shall comply with the Geotechnical Engineering Report by Migizi Group, Inc., dated June 6, 2019, and subsequent Geotechnica|Engineering Reports/Evo|uations. 59: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z4J6) 60: All new sprinkler systems and all modifications toexisting 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 tosubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 62: New and existing buildings shall have approved address numbers, building numbers orapproved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers n'alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ofOjinch (IZJmm). (iF[505l) 63: Adequate ground ladder access torescue windows shall beprovided. Landscape aflat, IZ'deep by4'wide area below each required rescue window, (City Ordinance #Z435) 64: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 61: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and te!sts. (City Ordinances #243Oand #2437) 65: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 66: These plans were reviewed byInspector 511. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZV6)575'44O7. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (20s)438'9350 5180 8A[KFL0VV'FIRE 1700 8U|Ln|NGF|NAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM �~^�xx °��l7 Tukwila nU�nxw��oa Department mfPublic Works 6300 SouthcenterBoulevard, Suite #1OO Tukwila, Washington g81B8 Phone:2UG'433'D179 Fax:2O6'431'3665 Web site: h1tn://wvmm.Tukvvi|aVVA.Aov Parcel No: 2172000276 Address: 1303157 AVE S Applicant: F05TER POINT WATER METER INFORMATION Permit Number: D19-0197 Issue Date: 10/28/2019 Permit Expires On: 4/25/2020 DESCRIPTION OFWORK: CONSTRUCT ANEW 2621 SQUARE FOOT SINGLE FAMILY RESIDENCE WITH AS77SQUARE FOOT ATTACHED GARAGE AND A146SQUARE FOOT COVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION AND INFILTRATION, WATER METER W/SERVICE LINE, SANITARY SIDE SEWER, DRIVEWAY ACCESS, PAVEMENT CUT AND PAVING, TRAFFIC CONTROL, STREET USE, AND UNDERGROUNDING OF POWER AND OTHER METER #2 METER #3 Water Meter Size: l^ Water Meter Type: PERM Work Order Number: 21940123 Connection Charge: $I00.00 $0.08 $0.00 Installation: $950.00 $0.00 SOoU Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn onFees: $50.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 $0.00 $0.00 TOTAL WATER FEES: $7,541.00 CITY OF TUK Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. 1)19-0/q Project No.: Date Application Accepted: Date Application Expires: t H 1 (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 13031 676 scr-k 4-Ve PROPERTY OWNER Name: Address: City: State: Zip: CONTACT PERSON - person receiving all project communication Name: Carl L41,1 6r ---„, 41, c Address: .2- 9405 2e 4(6 /30+.4- 6-t-ui City:pdoew ( (4,vak State: 444_ Zip: geoz Phone:#2,06,443 Email: C ce tV 144.1A1 44prelevq-i, . coin", GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: ceroat.T.14/0r. Exp Date9A 6// Tukwila Business License Nb c4eif age/ King Co Assessor's Tax No.: • iltie 144. 217-20oo2-7-6 ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Nameg 6.A.. Engineer : -4,4n r 1 •cer4i."1-0- Address2... 2. 1 7 s...< z i p / City v la A 0 1;44 tv.to tvi Statti/ 4.- cfriyo 0 Ph"e: ?60-986` /at:7- e" Jig:I 1 41' NM 1 Email: 0 (.9,-.5 cueb,cd3-17- i Aierf- v LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: HAApplications \Forms -Applications On Line \2011 Applications\ Combination Permit Application Revised 8-9-1 1.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): C-64ivciptefrc i F • e DETAILED BUILDING INFOR T ON — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement Ist floor fi> c 3 2nd floor 1 sEe Garage carport El C 7—'7-- neck — cove d uncovered D i q (9 Total square footage 3 5-6.- 0 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 at 206-575-4407. EQUIPMENT AND FLXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 700 Value of mechanical work $ furnace <100k btu thermostat emergency generator appliance vent wood/gas stove fuel type: 0 electric US ventilation fan cosnected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 2- bathtub (or bath/shower combo) bidet Idishwasher floor drain 5 lavatory (bathroom sink) / sink water heater (gas) lawn sprinkler system f clothes washer shower 3 water closet gas piping outlets HAApplicationsTorms-Applications On Line \2011 ApplicationsTombinat ion Permit Application Revised 8-9-4 1.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORNIZTON — Scope of work (please provide detailed info, illation): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ...Tukwila 0 ...Water District # 125 ...Letter of water availability provided O Highline SEWER DISTRICT ...Tukwila 0...Valley View 0 .. Renton ...Sewer use certificate 0 _Letter of sewer availability provided .. Renton O .. Seattle SEPTIC SYSTEM: D .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ...Civil Plans (Maximum Paper Size — 22" X 34") O ...Technical Information Report (Storm Drainage) Geotechnical Report 0...Hold Harmless — (SAO) El ...Bond 0 .. Insurance 0.. Easement(s) .. Maintenance Agreement(s) ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): LJ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 0 ...Total Cut Ej...Tetal Fill 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards .. • Work In Flood Zone .. • Storm Drainage EJ .. Abandon Septic Tank .. Trench Excavation ▪ Curb Cut 0 .. Utility Undcrgrounding ., ▪ Pavement Cut Backflow Prevention - Fire Protection • Looped Fire Line Irrigation ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # Domestic Water 0 ...Sewer Main Extension Public 0 - or - Private 0 0...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ,.,water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Cit Ltii eeefr SO — Name: number of public fire hydrant(s) Ci 06'40-'3 4. Day 'elephony: Mailing Address: 2 gic Ave 544/ 41, I 0f3 Cily State Zip WATER METER REFUND/BILLING: Name: Mailing Address: Day Telephone: City State Zip H:1Applications \Forms -Applications On Line \201 I Applicationaombination Permit Application Revised 11-9-1 I .ilocK Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Al-‘1"-LICABLE TO ALL PERMITS IN THIS APP,ICADON — 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT, PROPERTY OW OR THO ZED AGENT: Signature: Print Name: Caey PI A 2 12.--e Mailing Address: 2- f 9/5 4-v-e Date: Day Telephone: e--2,61-1-0 --Seec ( 41,4- 2,3 City State Zip HAApplications\Forms-Applications On Line\2011 ApplicationstCombination Permit Application Revised 8-9- lidoex Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE 0 PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Pow-r(srg. PERMIT # i)19 ( /30 ;1 5-1 .t-A • S. If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) P-7 ...•••••••• $250 (1) 5. Enter total excavation volume 1 14-© cubic yards Enter total fill volume ci © cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 ./ 101 — 1,000 N./ $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 3-7 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 359 (4) (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 19 0 117 RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER 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 $ (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 ./ —1,000 v $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lost 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) • r,r #1 Approved 09.25.02 Last Revised 01.01.19 (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 60 Ci.,(2-12-tp-iGq P/4-1t) 1.4)))642 C iq -00D-7 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. D. E. F. G. H. 1. Ryan Hill Water (Ordinance 1777) Allentown/Foster Pt Water (Ord 2177) Allentown/Foster Pt Sewer (Ord 2177) Special Connection (TMC Title 14) Duwamish Transportation Mitigation Other Fees c ‘'`' ice_ $ 1 I 2.14, $ 24, 9-oc? - $ $Z2:-- $ ep1-140 A through I (10) (9) 39i 32-c? DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 40i 5-s--7 4 a ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 N/ $6,416 $7,041 ../ 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 Cash Register Receipt City of Tukwila . DESCRIPTIONS ACCOUNT I QUANTITY . - PAID PerrnitTRAK $53 822 34 D19-0052 Address: 14066 35TH AVE 5 Apn: 1523049329 $1,235.00 PUBLIC WORKS $1,235.00 PAVEMENT MITIGATION R000.344.101.00.00 0.00 $1,235.00 D19-0197 Address: 13031.'57 AVE S Apn: 2172000276 ,, ,..,. 52,587.34 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 5.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $6,714.39 PERMIT FEE R000.322.100.00.00 0.00 $4,021.45 WASHINGTON STATE St.JRCHARGE B640.237.114 0.00 $6.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,613.94 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $72.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 51,683.00 PARK R104.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,388.72 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R 0, .345.840.00.00 0.00 51,297.22 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $330.18 TECHNOLOGY FEE R000.322.900.04.00 0.00 $330.18 WATER SERVICE FEE 511,216.05 WATER ALLENTWN/RYAN/FOSTER PT TOTAL FEES PAID BY RECEIPT: R18922 R401.379.004.00.00 , 0.00 $11,216.05 $53,822.34 Date Paid: Monday, October 28, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26491 Printed: Monday, October 28, 2019 9:05 AM 1 of 1 YSTEMS Cash Register Receipt Receipt Number City of Tukwila R179Ci . DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,863.94 D19-0197 Address: 13031 57 AVE 5 Apn: 2172000276 $2,863.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,613.94 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL FEES PAID BY RECEIPT: R17901 $2,863.94 Date Paid: Friday, June 14, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26258 Printed: Friday, June 14, 2019 11:23 AM 1 of 1 SYSTEMS FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-3 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 9 2019 City of Tukwila BUILDING DIVISION Job No. : 11-076 Location: 13031 - 57th Avenue South Tukwila, Washington June 4, 2019 RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER Fi--01(17 SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2019, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood Hoists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers,, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category 11 Design Wind Speed 110 mph (Vuit) Kzt 1.00 Exposure Seismic Design Category SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date:.10/21/11 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2,8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pf Reduction, Cs 6/12 pitch = 27 deg 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2 x 12 @ 16" oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL DECKS Residential Total Floor Load 40 psf 50.4 psf DL 2 x Decking 4.3 psf 2 x 10 @ 16" oc 2.8 Misc 1.5 8.6 60 LL Residential -49- psf Total Deck Load WALLS DL Siding 3.5 1/2" Plywood 1.5 psf 2 x 6 @16"oc 1.7 Insul 0.6 1/2" GWB 2.2 psf 9.5 psf Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 e— /114-4TE11-- - 1A)c c 4PiV) 11 (if ce')/ - ciluri`r a 1.1, / -e ar-rir A44 11P( olot so J,00jr p 4' co( V-= 7, - /S&L colightprtv 1171)nr'. Ci-e-0(.50/11,) ti 00? JOB NO. 11 —07c, CHECKED BY DA FIGURED BY P1 SHEET-Z., OF 71 ><1 5-00714 01-et. ?kr) « CF(_1.4 ) ( 4 stir) °-7,)14Pir)(1JD), ;100131'r 1/LoY) (›.V)(11.S'in(3:4)= /7/ v=-1 /his- 4)4 • 6:14 3iiive '14 L vL c. Z1 --/ S /zviz„ 61.0 3 / /11/ 0/4- 14-- sY7k-i4-r /The 114 L Copyright 2013, SEGA Engineers �=sl "- ds( J t1V SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers LZMZBoZ JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY FIGURED BY GAT DATE%41/ r SHEETS OF ----z,) 4,co) K55?Jr) — 4y 1 ( L' '??) CZ) t K, : g 40 0 7,1 ) (0,3)0,- (q'`1 l Lo,c.,,d- 0Pr)( q' 4 � L)5 ` till/1) O t ) 1) L3 3 )s)O ) 1 Se O 1' t T! 1 _j 1 2 IK 1 L,// 111,-1(J3SG O, 4 /310-` 01 1) z = 7, 7 5 .ci t k iLF Copyright 2011, SEGA Engineers SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 AlOin �. k- I4-. S ►I 73v Got/vet) ( 0(_SO/f) tion jf'- (S1j0-3 J i (i1 Y�� _ g,��� Jst $/ J-- 4 ii PROJECT 1 CA — JOB NO. I Olt? FIGURED BY G—Ar CHECKED BY DATE (/ot1/4 SHEET 4..OF 7.-93c/1,31,,f-1- c.� r r 4' 3, ©4' Copyright 2013, SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No, 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building Sps 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof Wfloor = Eq. 12.14-11 (Table 11.4-1, S, > 1.25) (30ft) ( 55ft) (16 psf)+ (2) ( 30ft+ 55ft) (4.0ft) (9.5psf) = 33 kips (30ft) ( 58ft) (14 psf)+ (2) ( 30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips W total = 71 Ilia Design Base Shear , V = ( .169 ) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 WIND Design Wind Pressure, ps = X Kzi Ps30 Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30ft 35 ft Exposure B Figure 28.6-1 Kzt = 1.00 Section 26.8 P3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) P0 .15 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P20 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P30 = ( 1 .00) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05 ) ( 1.00 ) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Nita) = ( 30 ft ) ( 10 ft ) (17.7psf) • ( 30 ft) ( 5 ft ) (17.7psf) + ( 30 ft) ( 5 ft ) (17.7psf) • ( 30 ft ) ( 5 ft) (17.7psf) + (30 ft) (1 ft ) (18.6 psf) =13.8 x 0.6 = 8.3 kips Vs), = ( 60 ft ) ( 10 ft) (17.7psf) • ( 58 ft) (5ft) (17.7psf) + (54ft) (5ft) (17.7psf) • ( 20 ft ) ( 5 ft) (17.7psf) =22.3 x 0.6 = 13.4 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers z / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) Froof = ( 32.9 ) (8.6 k) = 4.0 kip ( 71.4 ) F floor = ( 38.6 ) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT L. 7 /,,` _ Z ,� 0 Z. Structural & Civil Consulting Engineers JOB NO. 11 — u 7 L.e FIGURED BY (I , -r 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE/ ghi SHEET 7OF ,v<- 2 o 11/3.7. 3 S'- 1 �l�v�Ii.tr f 1) r3 3'r 7 a t- �iY )pr r 1 I Lp \ , X 1 l 1 _ -3' r ► '4 3te I' ? S LS .12r7 Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers L M - z 53 0 JOB NO. / —07Lo FIGURED BY 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE , —vs/ SHEET OF V-44-u_ 114- ( ((5 )(p9, /LI Goi_S-Fr / 2:1L0 _c) ,C1,1012_ \414 tt, 4 el- (v, II'') )(fo,z1)11)} (P1") ) 7,C 5>oh [;) - - d et' z 0q15 "Tao (5- h fr 1 Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT L z4.1 _ / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. 11....07b, FIGURED BY 4.7- (360) 886-1017 • Fax (36Q) 886-1016 CHECKED BY ksi Vlizt 3, z7up 7= (,,3911 _41M-1c- S 3 )o4c) DATE /I/ SHEET/ OF 4 7c. ez s 714)3 hiAr Copyright 2011, SEGA Engineers 11-016 FIGURED BY GAT CKED BY DATE 01 /08/14 SHEET 10 OF 10 SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Plaoe • Black Diamond, Washington 90010 JOB NO. (360) 866-1017 • FAX 888-1016 SHEAR WALL KEY PLAN SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2" OSB or 8d @ 6" o.c. 518" @ 60" o.c. Qall = 230 plf / CDX B} 1/2" OSB or 8d @ 4" o.c. 518" @ 32" o.c. Qall = 350 plf CDX 1> 1/2" OSB or CDX 8d @ 3" o.c. 518" @ 16" o.c. ()all = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. [>, See Detail 12/S2.0 for Construction Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (2410, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Geotechnical Engineering Report Residential Development 13031 57th Ave S Tukwila, Washington FILE P/N 2172000276 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 09 2019 City of Tukwila BUILDING DIVISION June 6, 2019 prepared for: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE eral Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1681-T19 RECEIVFn JUN 1 i TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 14 2019 PERMIT CENTER blq Oicri TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors ...... . .......... .................. .............. ........... ................ ................. ......... 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 and TP-2 A-2...A-3 APPENDIX B Laboratory Testing Results B-1 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 June 6, 2019 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 13031 57th Ave S Tukwila, Washington P/N 2172000276 MGI Project P1681-T19 Dear Mr. Lang: Migizi Group, Inc. (MCI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of an undeveloped, rectangular shaped parcel, located in a residential area situated east of a westerly bend of the Duwamish River in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The site trends lengthwise from northwest to southeast, extending approximately 130 feet in this orientation and 50 feet from southwest to northeast. The site is currently undeveloped and lightly vegetated, with the east end of the property fronting 57th Ave S and the north, south and west sides of the parcel being bound by developed residential sites. The project area is relatively level, with only a slight dip in grade being observed towards the westem third of the parcel. Improvement plans involve the clearing/stripping/grading of the parcel, and construction of a new single-family residence within the confines of the property. Site produced stormwater will be retained onsite if feasible. Page 1 of 12 •Cary Lang Construction - 13031 57'h Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on May 21, 2019. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP-1 & TP-2), advanced on May 21, 2019; • One grain -size analysis performed on a sample collected from our test pit explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 East end of parcel West end of parcel 91/2 8 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the Migizi Group, Inc. Page 2 of 12 • Cary Lang Construction — 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a relatively small, undeveloped residential parcel in Tukwila, Washington. Prior to the proposed development, the site appears to be utilized as additional backyard space for the adjacent residential parcel to the northwest; with two abandoned vehicles still being left intact within the subject parcel. The eastern two-thirds of the parcel is currently occupied by lawn grass, whereas a small copse of deciduous trees is situated towards the northwest corner of the project area, adjacent the aforementioned abandoned vehicles. The project area is relatively level, with only a slight dip in grade being observed towards the western third of the parcel. The subject property is situated approximately 350 feet inland of the nearest bend of the Duwamish River. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface explorations. Poorly consolidated fine silty sand was observed within close proximity to existing grade; being continuous through depths of 31/2 to 51/2 feet. Encountered beneath the aforementioned fine silty sand stratum, we observed soft, mottled sandy silt. This material was continuous through the termination of both of our explorations; a maximum depth of 91/2 feet. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "pondirtg" during some of these previous flood events. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface explorations which extended to a depth of 91/2 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor Migizi Group, Inc. Page 3 of 12 • Cary Lang Construction — 13031 57'h Ave S, Tukwila, WA Geotech.nical Engineering Report June 6, 2019 P1681-T19 permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of fine silty sand in close proximity to existing grade, before ultimately transitioning to low permeability sandy silt. The contact between these two soil groups ranges from 31/2 to 51/2 feet below existing grade. Given the limited extent of the silty sand encountered onsite, any retention facility utilized in stormwater design would likely need to utilize the deeper sandy silt. The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON -ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand % Fine Sand % Fines Dio TP-2, S-1, 4 feet 0 0 0 0.8 35.3 63.8 -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), employing a USDA classification of loam for facility sizing. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 20.3-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss= 1.487 g Sms = 1.338 g SDS = 0.892 g Si = 0.557 g SMI = 1.336 g SD1 = 0.891 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.34 g and Sa at a period of 1.0 seconds is 1.34 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.89 g and Sa at a period of 1.0 seconds is 0.89 g. Migizi Group, Inc. Page 4 of 12 'Cary Lang Construction - 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Native alluvial soils encountered onsite should be considered marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping/grading of the parcel, and construction of a new single-family residence within the confines of the property. Site produced stormwater will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades to a depth of 3 feet and the construction of structural fill bearing pads will be necessary for foundation support of the new residence. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Reconunendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Infiltration Conditions: Given the fine-grained nature of site soils, we do not interpret full infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), employing a USDA classification of loam for facility sizing. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 12 Cary Lang Construction — 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that the organic horizon can reach thicknesses of up to 9 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we anticipate that the majority of project excavations will encounter poorly consolidated fine-grained soils, which can be readily removed using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2HAV and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Migizi Group, Inc. Page 6 of 12 Cary Lang Construction — 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. Alluvial Silty Sand: Underlying a surface mantle of sod and topsoil, we encountered poorly consolidated fine silty sand, which was continuous through a depth of 31/2 to 51/2 feet below existing grade. This material type is moderately to severely moisture sensitive and will be difficult to reuse in wet weather conditions, particularly given the fact that it was encountered in a saturated in -situ condition. Alluvial Silt: Beneath the fine silty sand stratum described above, we encountered mottled, sandy silt through the termination of both of our explorations; a maximum depth of 91/2 feet. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. Migizi Group, Inc. Page 7 of 12 Cary Lang Construction — 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 8 of 12 Cary Lang Construction - 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4-inch-diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than Migizi Group, Inc. Page 9 of 12 Cary Lang Construction - 13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase Minimum Compaction 95 percent 90 percent 95 percent Migizi Group, Inc, Page 10 of 12 'Cary Lang Construction —13031 57th Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on. their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; « Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and. • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 Cary Lang Construction — 13031 57) Ave S, Tukwila, WA Geotechnical Engineering Report June 6, 2019 P1681-T19 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. YJ Zach . Logan Staff 4eologist James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 12 of 12 TOPO! map printed on 06/06/19 from °Untitled.tpo" 122°19,000' W 122°18.000' W 122°17,000' W 12296,000' W 122°15,000' W 0 0 0 0 0 0 CO n 122°19,000' W T1�IB- �i Earli gal 122°18.000W 122°17,000' W --Nk 122°16,000' W 122°15,000' W 5 _ I MILE ®COOfftr 0 ICr10 WINS Map crated wv6TOPO!tt2003dotalGoopplic(ww.sioo lgogaphiccomt°p°) 122°14,000' W WGS84122°13,000' W WGS84 122°13.0001W z 0 0 0 0 rn 0 0 0 0 m tV 0 0 0 0 n Location GROUP MIGIZI (IIIIII 13031 57th Ave S Tukwila, WA P/N 2172000276 Job Number P1681-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 06/06/19 ST PIT LEGATION TP-1 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 PROJECT: 131 Tu SHEET TITLE: Sit' APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE GW • .• • WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF OR NO FINES GP c‘... ° c.'< ).0".b. POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM ol_ 0 ) 0 SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT < MIXTURES OVER 15% FINES GC .# le g CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW •:°:°.° . . WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP .. POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM •:.: :*': :* :... ,. , ... '.. .1. ..•. SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC • • • v CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS � More than Half ^#uoosieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIMIT LESS THAN 50 CL PLASTICITY,C INORGANIC EL CLAYS,CLS 1)SANDY CLAYS, MEDIUMSILTY GRALIQUID LEAN CLAYS OL — —- ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH pi INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH A INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ....,...m._ ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt SC 't N \ ', of, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value Split Spoon SA Sieve Analysis • Pushed Shelby Tube SW Swell Test i i Auger Cuttings TC Cyclic Triaxial Grab Sample TX Unconsolidated Undrained Triaxial • Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability 2 Water Level at Time of Drilling PP Pocket Penetrometer .Y Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. swam low ill CLIENT Cary Migizi Group, Inc. TEST PIT NUMBER TP-1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 PROJECT NUMBER P1681-T19 PROJECT LOCATION 13031 57th Ave S, Tukwila, WA DATE STARTED 5/21/19 COMPLETED 5/21/19 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION -- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- 1 1- 0- W a 0.0 w cL >- x 1- a.' U-1 M -J Z 0- D 2 z < 0) • . (-). y ,, 0- OP/ Li MATERIAL DESCRIPTION s Sod and topsoil 2.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 3.5 i - 5.0 SM (SM) Gray fine silty sand (loose, moist) (Alluvium) L. 5.5 7.5 ML (ML) Light brown mottled sandy silt (soft, moist) (Alluvium) J _ 1 9.5 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 9.5 feet. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P1681-T19 DATE STARTED 5/21/19 COMPLETED 5/21/19 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES TEST PIT NUMBER TP-2 PROJECT NAME 13031 57th Ave S Geotech PROJECT LOCATION 13031 57th Ave S, Tukwila, WA GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION --- AT END OF EXCAVATION -- AFTER EXCAVATION -- TEST PIT SIZE PAGE 1 OF 1 Figure A-3 2 0 0.0 w 0 >- Lu Lu co Z c.) 0 o < MATERIAL DESCRIPTION 2.5 GB S-1 .0 7.5 Sod and topsoil 0.8 SM SM ML (SM) Brown fine silty sand (loose, moist) (Alluvium) 2.0 3.0 .0 (SM) Gray fine silty sand (loose, moist) (Alluvium) (ML) Light brown mottled sandy silt (soft, moist) (Alluvium No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. APPENDIX B LABORATORY TESTING RESULTS 3" 1 5" 314" U.S. 318" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 +Sample Distribution 100 • 1. ! . • + -- 90 80 70 DI c 60 ii co to 11 50 0 c al .) 40 co a 30 20 10 0 1000 100 10 1 Particle Size 0.1 (mm) 0.01 0.001 MIG!ZI ll I R°UP Sample Distribution Job Name: 13031 57th Ave S Geotech Sample #: S-1 Job Number: P1681-T19 Date: 5/27119 Figure: B-1 Tested By: ZLL Depth: 4 feet Exploration #: TP-2 ^ RE: B1902888 Site Information: Project Name: B1902883 Address: Model: Subdivision: General Truss Engineering Criteris& Design Loads Loading Conditions): Design Code: |RC2015/TP12014 Wind Code: Roof Load: 43]]omf MiTekUSA, �Inc. 250 KlugCirclo Corona, CA92880 951-245'0625 (Individual Truss Design Drawings Show Special Design Program: MiTck20/ 082 WindSnccd: llOoipb Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. No. Seal# 1 KG2448O1 2 K82448O2 3 K02448O3 4 K82448O4 5 K0244O05 8 KG2448O8 7 KG2448O7 8 K02448O8 9 K0244803 10 K6244810 11 K6244811 12 K8244812 13 K8244813 14 K6244814 15 K6244815 10 K6244818 17 K6244917 18 K6244818 Truss Name Date A01 8/12/2019 a02 6U2/2018 a03 6/12/2019 a04 012/2019 o05 0/12[2019 ADG 6/12/2010 B01 0/12/2019 B02 0/12/2019 b03 8/12/2019 Coll 6/12/2019 dO1 6/12/2019 g02 6/12/2018 J401 6/12/2019 J802 6/12/2019 JB01 012/2018 J802 0/12/2019 J803 0/12/2019 JB04 6/12/2019 CODE COMPLIANCE APPROVED �� � ~ JUL ~���wx� ~ City Of Tukwila BUILDING DIVISION The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under mydirect supervision based vnthe Parameters provided hyBuilders FinxSvv,Ce(Adi^&mn,vVA). Truss Design Engineer's Name: Zhno'x/avminQ My license renewal date for the state ofWashington is Septco/bcr28. 2019. I MPORTANT NOTE: The seal on these truss component designs is a certification designs comply with ANSI1TPl 1 . These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. that the engineer named is licensed in the jurisdiction(s) identified and that the t ) *7 of _��� =~� � � � � � 0� RECEIVEID CITY OF WKWILA � 1 � ���� �v�vn �'� �w,� CENTERPERMIT Z6vo.Xiaoming Job Truss Truss Type Qty Ply 13031 57th Ave 5, Tukwilla, WA (L2-2802-3 car) K6244801 B1902883 A01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), j 7.13 6-6-0 1-7-13 6-6-0 4x6 2 Arlington, WA - 98223, 11-0-0 14-0-0 20-1-15 4-6-0 3-0-0 I 6-1-15 3x8 12 11 9 10 8 4.55 12 15 14 13 4x8 11 65 64 63 62 61 74 73 72 7170 69 68 67 8x8 = 66 2.00 12 8x8 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:15 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-4DXYX3rQvIRIBS5NNnw9A44Wgdcl?2F4P?Cu1 KAz7?5c 26-6-0 32-10-1 39-0-0 44-0-0 47-6-0 53-0-0 5ti-7-113 6-4-1 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 7-13 18 19 17 5x8 = 0 21 22 23 24 25 26 27 28 2 3x8 60 59 58 57 56 55 54 53 52 51 50 49 48 47 0 35 46 45 44 4342 41 40 8x8 = 8x8 = 8x8 = 37 8-1-4 15-9-0 20-1-15 27-10-0 39-10-0 46-2-4 53-0-0 8-1-4 7-7-12 4-4-15 7-8-1 I 12-0-0 I 6-4-4 I 6-9-12 Scale: 1/8"=1' 4x6 a 39 Q cn Plate Offsets (X,Y)- [2:0-7-14,0-0-3], [2:0-0-14,2-7-7], [41:0-1-12,0-0-5], [42:0-0-0,0-2-13], [42:0-4-0,0-0-0], [56:0-4-0,0-4-8], [71:0-4-0,0-0-0]. [71:0-0-0,0-2-13], [72:0-1-12 0-0-5] LOADING (psi) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.20 BC 0.04 WB 0.11 Matrix-SH DEFL. in (loc) I/dell L/d Vert(LL) -0.00 39 n/r 180 Vert(CT) -0.00 39 n/r 120 Horz(CT) 0.01 38 n/a n/a PLATES GRIP MT20 185/148 Weight: 398 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E `Except` 65-71,47-56,56-65: 2x6 DF No.2 OTHERS 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 73-74,71-72,40-41. WEBS 1 Row at midpt 20-57, 19-58, 18-59, 17-60, 21-56, 22-55, 23-54 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 71, 38, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 72, 73, 74, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-213(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 71, 42, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 72, 73, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 74=469(LC 19), 40=477(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-74=-329/90, 37-40=-329/90 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 71, 38, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 72, 73, 74, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=Ib) 41=213. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 71, 42, 66, 67, 68, 69, 70, 72, 73, 74, 46, 45, 44, 43, 41, 40. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 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 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/TPI1 Quality Criteria, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244802 B1902883 A02 Roof Special 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -0.7.131 6-3-3 1 10-9-3 1 13-5-4 115-9-0 1 20-0-10 6-3-3 4-6-0 2-8-1 2-3-124310 ;1 3x8 5x16 5 2x4 10x16 MT2OHS = 2.00 12 266-0 6-5-6 4.56 12 2x4 ll 3x6 6 21 20 29 8x16 MT2OHS = 5x12 = 8-1-4 1 15-9-0 1 20-0-10 8-1-4 7-7-12 4-3-10 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:17 2019 Page 1 I D:fPVdn E_YkwaL39Gt8ugRs7yvar_-0cflxlsgR2OviOXIu LBe9VcsFPmX Wz4iS W N8P3z7?5a 43-0-2 48-0.5 32-11-6 1 39-6.11 39-1 -0 45-11.7 4�7.2.4 i 53-0-0 6-5-6 6.7-6 0- 5 3-2-2 2-11-5 1-2-i 4-11-11 7-13 0-10-1 Scale:1/8"=1' 5x8 = 8 19 30 6x10 = 32-11-6 12-10-12 2x4 11 3x6 3x8 10 5x16 11 12 18 17 5x12 = 33-1-2 39-10-0 0-1-12 6-8-14 8x16 MT2OHS = 1 46-2-4 6-4-4 2x4 - 10x16 MT2OHS = 53-0-0 6-9-12 5x16 Plate Offsets (X,Y)— LOADING (psf) TCLL 25,0 TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-3-3,Edge], [14:0-3-3,Edge], [16:0-8-0,0-5-8], [22:0-7-8,0-5-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.89 BC 0.93 WB 0,85 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) -0.85 18-20 >749 240 Vert(CT) -1.51 18-20 >420 180 Horz(CT) 0.54 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 295 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E 'Except* 19-21,17-19: 2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=2395/0-5-8, 14=2395/0-5-8 Max Horz 2=-128(LC 9) Max Uplift 2=-90(LC 8), 14=-90(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9617/349, 3-4=-9297/295, 4-6=-4619/137, 6-7=-4097/113, 7-8=-4130/182, 8-9=-4144/185, 9-10=-4142/108, 10-12=-4926/150, 12-13=-9391/224, 13-14=-9588/246 BOT CHORD 2-22=-399/9058, 21-22=-226/6129, 20-21=-88/4242, 18-20=0/3010, 17-18=0/4562, 16-17=-59/5753, 14-16=-176/9027 WEBS 8-18=-129/1468, 6-21=-38/537, 10-18=-951/126, 10-17=-9/494, 9-18=-498/143, 8-20=-123/1449, 7-20=-403/118, 6-20=-795/113, 3-22=-318/107, 4-22=-106/3777, 4-21=-2301/166, 12-17=-1700/84, 12-16=-64/4028 Structural wood sheathing directly applied or 1-10-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-21,17-18. 1 Row at midpt 10-18, 4-21 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, June 12,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekEl 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 properly 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MEM 1111. MiTek' 250 Mug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244803 B1902883 A03 Roof Special 3 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-7 9 5x16 2.00 12 Arlington, WA - 98223, 1-4 10-9- 2x4 O 3 2-7-15 5x1E, 4 15-9-0 20-0-10 2-8-2 2-3-12 4-3-10 3x8 20 10x16 MT2OHS = 15-9-0 3x6 6 4.56 112 2x4 I, 26-6-0 6-5-6 5x8 = 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:18 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ UoDg95tICM8mJY6yS2itij8?Ip6IFRurhA6hxVz7?5Z 32-11-6 i 39-6.11 45-6-1 1 53-0-0 6-5-6 6-7-5 5-11-5 7-6-0 2x4 31 7 9 3x6 3x8 19 18 26 17 27 16 15 14 8x16 MT2OHS = 5x12 = 6x10 = 5x12 = 20-0-10 26-6-0 7-7-12 4-3-10 6-5-6 6-5-6 6x10 = 4x4 = 2x4 i 12 32-11-6 j 41-3-7 ( 53-0-0 8-4-1 11-8-9 Scale: 1/8"=1 13 o r? 14 4x12 = Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BOLL 0.0 BCDL 8.0 [2:0-3-3,Edge], [13:0-6-0,0-1-7], [20:0-8-0,0-5-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.93 WB 0.81 Matrix-MSH DEFL. in (loc) 1/defl L/d Vert(LL) -0.73 16-18 >864 240 Vert(CT) -1.30 16-18 >488 180 Horz(CT) 0.38 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 285 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied. 1-5: 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 DF 2400F 2.0E *Except* 2-2-0 oc bracing: 18-19. 15-17,17-19: 2x6 DF No.2 WEBS 1 Row at midpt 10-16, 4-19 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=2394/0-5-8, 13=2275/Mechanical Max Horz 2=135(LC 8) Max Uplift 2=-90(LC 8), 13=-70(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9530/329, 3-4=-9336/326, 4-6=-4615/137, 6-7=-4096/113, 7-8=-4127/182, 8-9=-4135/186, 9-10=-4134/112, 10-12=-5129/141, 12-13=-5595/199 BOT CHORD 2-20=-381/8967, 19-20=-234/6120, 18-19=-97/4241, 16-18=0/3008, 14-16=-15/4552, 13-14=-130/5182 WEBS 8-16=-129/1459, 10-16=-958/126, 12-14=-546/139, 9-16=-484/139, 8-18=-122/1450, 7-18=-401/117, 10-14=0/533, 6-18=-795/115, 6-19=-37/528, 4-20=-142/3857, 4-19=-2291/165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13. June 12,2019 A WARNING - Verily design paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111 M?ek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244804 B1902883 A04 Common 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 7-131 7-13 7-6-0 7-6-0 2x4 3 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:19 2019 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ z?n3MQuwzfGdxih80mD6EwhEIDTiyj?vgsFTyz7?5Y 26-6-0 I 32-11-6 1 39-6-11 1 45-6-1 1 53-0-0 6-5-6 6-5-6 6-7-6 5-11-5 7-6-0 Arlington, WA - 98223, 13-5-4 5-11-5 20-0-10 6-7-6 4.56 12 2x4 II 3x6 6 3x8 — 19 18 17 24 16 4x12 = 4x4 = 6x10 = 5x12 = 6x10 = 5x8 = 11-8-9 20-0-10 11-8-9 8-4-1 26-6-0 6-5-6 25 32-11-6 6-5-6 2x4 II 8 15 5x12 = 3x6 3,8 9 10 14 13 6x10 = 4x4 = 41-3-7 8-4-1 2x4 11 53-0-0 11-8-9 Scale = 1:93.5 12 0 4x12 = Iq 0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 2:0-6-0,0-1-7], [5:0-0-0,0-0-0], [12:0-6-0,0-1-7] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.73 BC 0.89 WB 0.52 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.62 15-17 >999 240 Vert(CT) -1.09 15-17 >584 180 Horz(CT) 0.20 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 278 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E 'Except` 16-18,14-16: 2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 12=2275/Mechanical, 2=2394/0-5-8 Max Horz 2=135(LC 8) Max Uplift 12=-70(LC 9), 2=-90(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-15, 5-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5604/197, 3-5=-5134/139, 5-6=-4137/110, 6-7=-4139/186, 7-8=-4137/186, 8-9=-4136/112, 9-11=-5128/142, 11-12=-5595/200 BOT CHORD 2-19=-248/5193, 17-19=-134/4556, 15-17=0/3006, 13-15=-15/4551, 12-13=-130/5182 WEBS 7-15=-128/1462, 9-15=-956/127, 11-13=-546/139, 8-15=-485/139, 7-17=-128/1464, 6-17=-485/139, 5-17=-960/125, 3-19=-550/139, 5-19=0/533, 9-13=0/532 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 2. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additkmal 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/TP11 Quality Criteria, 11S8-89 and BCSI Building Component Safety Information available from Truss Plato Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 12,2019 IM MII Mirek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, lukwilla, WA (L2-2802-3 car) K6244805 B1902883 A05 COMMON 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 7-6-0 1-7-13 7-6-0 4x12 = Arlington, WA - 98223, 13-5-4 5-11-5 3x6 4x8 20-0-10 6.7.6 4.56 i12 171, f 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:21 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-vNupn6vBVHWLA0gX7BFaJLmZ20DkSmZIN8LMYgz7?5W 26-6-0 I 32-11-6 L........ 39-6-11 1 45-6-1 1— 53-0-0 1 6-5-6 6-5-6 6-7-6 5.11.5 7-6-0 3x8 = 4x12 % 4x12 ~~ 7 8 9 I4,I 10 Tll 3x6 4x8 11 12 21 20 19 32 33 18 34 35 17 16 15 4x4 = 6x10 = 6x10 = 5x12 MT2OHS 6x10 = 11-8-9 20-0-10 23-6-0 29-6-0 32-11-6 11-8.9 8-4-1 3-5-6 6-0-0 3.5.6 6x10 41-3-7 4x4 = 53-0-0 8-4-1 11-8-9 Scale = 1:93.4 14 o 1Y 4x12 = a Plate Offsets (X,Y)— 2:0-6-0,0-1-7], [5:0-0-0,0-0-0], [8:0-4-0,Edge), [14:0-6-0,0-1-7] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.78 BC 0.53 WB 0.94 Matrix -AS DEFL. in (loc) I/deft Lid Vert(LL) -0.59 17-19 >999 240 Vert(CT) -1.19 17-19 >533 180 Horz(CT) 0.19 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 11-17, 5-19 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=2494/0-5-8, 14=2375/Mechanical Max Horz 2=135(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5878/0, 3-5=-5407/0, 5-6=-4442/0, 6-7=-4428/0, 7-8=-279/30, 8-9=-280/31, 9-10=-4426/0, 10-11=-4441/0, 11-13=-5400/0, 13-14=-5867/0 BOT CHORD 2-21=0/5450, 19-21=0/4824, 17-19=0/3431, 15-17=0/4819, 14-15=0/5438 WEBS 9-17=-1/1526, 10-17=-575/160, 11-17=-959/168, 13-15=-552/137, 7-19=-1/1528, 6-19=-576/160, 5-19=-961/165, 3-21=-557/137, 7-9=-3180/0, 5-21=-34/549, 11-15=-37/547 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 9) Refer to girder(s) for truss to truss connections. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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. 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 12,2019 Mil MiTek' 250 Klug Circle Corona, CA 92800 Job Truss Truss Type Qty Ply 1303i 57th Ave S, Tukwilla, WA (12-28023 car} K6244806 B1902883 A06 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 7-9 1-7-13 Arlington, WA - 98223, 26-6-0 26-6-0 4.55 (12 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:25 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-n98KdUyhZV0nfd81M1KWUBxFNeYnOnYtImJZhbz7?5S 53-0-0 26-6-0 5x8 = 19 20 21 22 23 Scale =1:93.0 Sx12 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 552 51 50 49 48 47 46 45 44 43 42 41 5x12 6x10 = 6x10 53-0-0 53-0-0 Plate Offsets X Y}-- [2:0 4-120-3-01, [40:0 4-12,0-3 O], [53:0-1 12,0-0-0] LOADING (psf) TCLL 25.0 TCOL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015!TP12014 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF No.2 OTHERS 2x4 HF No.2 :0-0-0,0-2-12], 154:0-5-0,0-1-4], [64:0-0-0,0-2-12 CS!. TC 0.76 BC 0.71 WB 0.11 Matrix-SH REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 27) Max Uplift All uplift 100 Ib or less at joint(s) 60, 61, 62, 63, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 41=-108(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 59, 60, 61 75, 76, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 2=2328(LC 40), 77=287(LC 1), 41=355(LC 1) [64:0-5-0,0.1-4 DEFL. in (loc) I/def L/d Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.08 59 n/a n/a BRACING - TOP CHORD BOT CHORD WEBS 65:0-1-12,0-0-0] PLATES GRIP MT20 185/148 Weight: 406 Ib FT = 20% Structural wood sheathing directly applied or 2-8-10 oc purlins. Rigid ceiling directly applied or 3-2-0 oc bracing. 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 44, 43, 42 except 40=-2209(LC 28), 2=-2247(LC 19), , 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 46, 45, 44, 43, 42 except 40=2285(LC 39), FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6641/6512, 3-4=-5694/5613, 4-5=-5322/5282, 5-6=-5011/4967, 6-7=-4668/4644, 7-8=-4325/4324, 8-9=-3982/4005, 9-11=-3640/3685, 11-12=-3297/3366, 12-13=-2959/3046, 13-14=-2631/2727, 14-15=-2303/2407, 15-16=-1975/2088, 16-17=-1647/1768, 17-18=-1319/1449, 18-19=-991/1129, 19-20=-663/811, 20-21=-335/487, 21-22=-335/458, 22-23=-663/802, 23-24=-991/1113, 24-25=-1319/1426, 25-26=-1647/1739, 26-27=-1975/2053, 27-28=-2303/2367, 28-29=-2631/2685, 29-30=-2959/3005, 30-31=-3287/3324, 31-33=-3615/3644, 33-34=3943/3963, 34-35=-4284/4283, 35-36=-4627/4602, 36-37=-4970/4926, 37-38=-5280/5241, 38-39=-565215571, 39-40=-6601 /6479 BOT CHORD 2-77=-6006/6213, 76-77=-5212/5331, 75-76=-4875/4994, 74-75=-4599/4718, 73-74=-4292/4411, 72-73=-3985/4105, 71-72=-3679/3798, 70-71=-3372/3491, 69-70=-3065/3185, 68-69=-2759/2878, 67-68=-2452/2571, 66-67=-2145/2265, 65-66=-1839/1958, 63-65=-1532/1651, 62-63=-1225/1345, 61-62=-919/1038, 60-61=-612/731, 59.60=-305/425, 58-59=-305/425, 57-58=-612/731, 56-57=-919/1038, 55-56=-1225/1345, 53-55=-1532/1652, 52-53=1839/1958, 51.52=-2145/2265, 50-51=-2452/2571, 49-50=-2759/2878, 48-49=-3065/3185, 47-48=-3372/3491, 46-47=-3679/3798, 45-46=-3985/4105, 44-45=-4292/4411, 43-44=-4599/4718, 42-43=-4880/5025, 41-42=-5212/5315, 40-41=-6006/6213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. iHrrtuYi t1eBxttlaixQ MT20 unless otherwise indicated. June 12,2019 A WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss 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/TM'? Quality Criteria, D58-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI1• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, lukwilla, WA (L2-2802-3 car) K6244806 B1902883 A06 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:26 2019 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-FLiiggzJKp8eHnjUwkrI0PUQ61t07Eo1 WQ26D2z7?5R NOTES- 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except (jt=lb) 40=2209, 2=2247, 41=108. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 53-0-0 for 230.0 plf. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekt6 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244807 B1902883 B01 KINGPOST 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), I1-0.01 1-0.0 Arlington, WA - 98223, 6-0-0 3x8 = 6-0-0 6-0-0 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:27 2019 Page 1 ID:fPVdnE_YkwaL30Gt8uq Rs7yvar_-kXG42Aj47GVvxlgU RM_ZcOeFRGJshIAl4ogl Uz7?50 9-6-0 ( 19-0-0 )2p-0-0 3-6-0 9-6-0 1-0-0 4x4 = 12-0-0 IiI11iI8 6 ��NOM:❖.❖:❖:❖:❖:•:O❖:❖O. •O:❖:❖:❖:❖.❖:\ 12 11 10 9 5x8 = 19-0-0 6-0-0 6-0-0 7-0-0 to Scale = 1:43.3 Plate Offsets (X,Y)-- 2:0-8-4,0-1-6], [3:0-3-9,Edge], [7:0-8-4,0-1-6] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.54 BC 0.52 WB 0.07 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.05 13 >999 240 Vert(CT) -0.08 13-23 >999 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20%0 LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=-154(LC 23) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1457(LC 27), 7=-1495(LC 30), 12=-129(LC 27), 10=-139(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1725(LC 24), 7=1624(LC 25), 12=437(LC 1), 12=437(LC 1), 10=395(LC 1), 7=264(LC 1), 12=437(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2727/2415, 3-4=-954/916, 4-6=-1608/1526, 6-7=-2638/2498, 3-5=-474/127, 5-12=-539/111 BOT CHORD 2-13=-2092/2405, 12-13=-2093/2404, 11-12=-1637/1757, 10-11=-1004/1124, 9-10=-572/692, 7-9=-1994/2114 WEBS 6-10=-382/163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip IDOL=1.33 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=lb) 2=1457, 7=1495, 12=129, 10=139, 7=1495, 12=129. 8) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 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/TP11 Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Stroet, Suite 312, Alexandria, VA 22314, MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qly Ply 13031 57th Ave S, TLkwilla, WA (L2-2802-3 car) K6244808 81902883 B02 COMMON TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1-0-0 1-0-0 1 3x6 ' Arlington, WA - 98223, 4-11-7 4-11-7 9-6-0 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14.42.28 2019 Page 1 ID:fPVdnE_Ykwa L30Gt8ugRs7yvar_-CkpSFV?arQOLW4tl29uD6gZtSrabb6j K_kXDHwz7?5P 9-6-0 I 14-0-9 19-0-0 120-0-0 4-6-9 4-6-9 4-11-7 1-0-0 4x4 = 4 3x8 = 19-0-0 3x6 9-6-0 9-6-0 Scale = 1:42.3 Plate Offsets (X,Y)-- [2:0-2-0,0-1-8],16:0.2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.14 8-14 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.27 8-14 >832 180 BCLL 0.0 " Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 8.0 Code IRC2015/TP12014 Matrix-MSH PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift 2=-29(LC 8), 6=-29(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1145/52, 3-4=-867/57, 4-5=-867/57, 5-6=-1145/53 BOT CHORD 2-8=-51/915, 6-8=0/915 WEBS 4-8=0/563, 5-8=-351/120, 3-8=-351/119 Structural wood sheathing directly applied or 4-11-11 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for en 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 membere only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with poseibie personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job , Truss Truss Type Qty Ply 7th Ave S, Tukwila, WA (L2-2802-3 car) K6244809 B1902883 B03 COMMON GIRDER 3 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 3-0-12 3-0-12 6x18 MT18HS 5x16 II 6-0-12 3-0-0 8x8 = 8.240 s May 13 2019 MiTek Indus:ries, Inc. Wed Jun 12 14:42:30 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-86xDgB0012e3m00F9awhBFe8RfGQ3rUcR2OKMpz7?5N 9-6-0 12-11-4 15-11-4 19-0-0 I 1 I I 3-5-4 3-5-4 3-0-0 3-0-12 3-0-12 6-0-12 9-6-0 3-0-12 3-0-0 3-5-4 WO II 4 12x12 1 12-11-4 3-5-4 5x8 8x8 15-11-4 3-0-0 3x8 21 8 22 5x16 I 6x18 MT18HS I 19-0-0 3-0-12 Scale 1:41.0 Plate Offsets (X,Y)- [1:0-3-5,Edge], [7:0-3-5,Edge], [9:0-3-8,0-5-8], [11:0-3-8,0-5-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TPI2014 CSI. TC 0.61 BC 0.68 WB 0.83 Matrix-MSH DEFL. in (loc) Udefl Ud Vert(LL) -0.15 9-10 >999 240 Vert(CT) -0.27 9-10 >843 180 Horz(CT) 0.07 7 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF No.2 PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 352 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=11590/(0-5-8 + TBE6 Simpson Strong -Tie) (req. 0-6-6), 7=10771/(0-5-8 + TBE6 Simpson Strong -Tie) (req. 0-5-15) Max Horz 1=578(LC 26) Max Uplift 1=-860(LC 27) FORCES. (Ib) - Max. Comp./Max. Ten. - AS forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17574/1153, 2-3=-14725/645, 3-4=-11068/0, 4-5=-11068/0, 5-6=-14886/0, 6-7=-17731/0 BOT CHORD 1-12=-753/14607, 11-12=-753/14607, 10-11=-677/12221, 9-10=0/12356, 8-9=0/14733, 7-8=0/14733 WEBS 5-10=-4825/0, 4-10=0/11915, 5-9=0/5544, 6-9=-2834/0, 6-8=0/2948, 3-10=-4619/321, 3-11=-269/5302, 2-11=-2845/247, 2-12=-193/2946 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (El), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=860. 10) This truss has been designed for a total drag load of 3730 Ib. Lumber DOL-(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 18-0-0 to 19-0-0 for 3730.0 plf. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2259 Ib down and 86 Ib up at 1-0-12, 2259 Ib down and 86 Ib up at 3-0-12, 2259 Ib down and 86 Ib up at 5-0-12, 2259 Ib down and 86 lb up at 7-0-12, 2259 Ib down and 86 Ib up at 9-0-12, 2359 Ib down at 11-0-12, 2359 lb down at 13-0-12, and 2359 Ib down at 15-0-12, and 2359 Ib down r.ontritki4&&1&01412ottom chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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 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 ANSIaP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MI= Mil Milt** 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Takwilla, WA (L2-2802-3 car) K6244809 B1902883 B03 COMMON GIRDER 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:30 2019 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-86xDgBOgN2e3m00F9awhBFe8RfGQ3rUcR20KMpz7?5N LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (lb) Vert: 9=-2359(F) 12=-2259(F) 14=-2259(F) 17=-2259(F) 18=-2259(F) 19=-2259(F) 20=-2359(F) 21=-2359(F) 22=-2359(F) A WARNING - Wally daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244810 B1902883 C01 COMMON TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 4x6 = Arlington, WA - 98223, 6-0-0 6-0-0 8.00 12 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:32 2019 Page 1 I D:fPVd n E_Ykwa L30Gt8ugRs 7yva r_-4V3z5t24vfu n? iAe H?y9 GgjZeS3xXyd vvMV RRhz7? 5L 12-0-0 13-0-0 6-0-0 1-0-0 4x4 = 6 01, TiliVIOi'i+i'iW IK:91.1519109i9P+''+*:'+'i�i �!i!i'i'i' M! ISM!1!t i`ri11 it, 70KPITIN �i i0'!i!i! IK. !Oi"i KINA� i$'i'i Ii i'i'i'i,014..1% 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 10 Scale = 1:27.5 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 2:0-0-0,0-0-4], [10:0-0-0,0-0-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.31 BC 0.23 WB 0.02 Matrix-P DEFL. in (loc) I/deft Lid Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-2 oc puffins. Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 26) Max Uplift All uplift 100 Ib or Tess at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-955(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/784, 5-6=-402/433, 6-7=-394/428, 7-8=-749/765, 8-9=-1126/1117, 9-10=-1719/1684 BOT CHORD 2-18=-1361/1397, 17-18=-947/983, 16-17=-640/676, 15-16=-333/370, 14-15=-333/370, 13-14=-640/676, 12-13=-947/983, 10-12=-1361/1397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=Ib) 2=956, 10=955. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 12) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 properly incorporate this design into the overall buikling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel(' 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244811 B1902883 D01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1.0.0 1-0-0 Arlington, WA - 98223, 10-0-0 10-0-0 8.00 12 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:33 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ YhdLID3igz1edslggiTOotGn3sRUGOs370F_z8z7?5K 20-0-0 p1-0-0 10-0-0 1-0-0 Scale = 1:42.4 4x4 = 9 11 2 Addil 13 14 r0•'i'i'i'i'•'•'i'•O'•00'i0'i0'i'i'i'i'i'i'i'i00'i''i'i'i'iA•i'i'i'••00iVi'i'i'i'iVAi'i'i'i'i 3x6 = 30 29 28 27 26 25 24 20-0-0 23 22 21 20 19 18 16 3x6 = 20-0-0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-3-9,0-1-8], [16:0-3-9,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.07 BC 0.02 WB 0.09 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.00 17 n/r 180 Vert(CT) -0.00 17 n/r 120 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 109 Ib FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=-130(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 Max Grav All reactions 250 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll.7473 ter, 10/03/2015 BEFORE USE, Design valid for use only with MrrekiD 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 10 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/TP11 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. w— MiTtk' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244812 B1902883 D02 Common 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA). Arlington, WA - 98223, 1-0-0 1-0-0 3-3-1 3-3-1 3x8 = 6-8-0 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:34 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-0tBkWZ3LRG9VE?K10Q_dL5pgBGi9?gGCMg_YVaz7?5J 10-0-0 16-8-15 20-0-0 IZ 1-0 -0 6-8-15 6-8-15 3-3-1 1-0-0 3x4 = 4x8 = 4 13-4-0 3x4 = 20-0-0 3x8 = 6-8-0 6-8-0 6-8-0 Scale = 1:44.3 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 2:0-8-0,0-0-14], [6:0-8-0,0-0-14] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.62 BC 0.38 WB 0.14 Matrix-MSH DEFL. in (loc) I/dell Ud Vert(LL) -0.10 8-9 >999 240 Vert(CT) -0.16 8-9 >999 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 81 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=930/0-3-8, 6=930/0-3-8 Max Horz 2=-130(LC 6) Max Uplift 2=-29(LC 8), 6=-29(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1383/79, 3-4=-1108/57, 4-5=-1108/57, 5-6=-1383/79 BOT CHORD 2-9=-112/1170, 8-9=0/658, 6-8=-24/1150 WEBS 4-8=-14/392,5-8=-425/159, 4-9=-14/391, 3-9=-425/159 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. June 12,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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 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/TPl1 Quality Criteria, DS0-59 and BCSI Building Component Safety Information available from Tiuss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. SWIM MI' • MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244813 B1902883 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, c -1-0-0 8.240 s May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:35 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ V4k6jv4zCaHMs9vDy7WsuIL7Zg7tkJXMbKk510z7?51 3-11-8 1-0-0 3-11-8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.01 Matrix-P 1.5x4 II 5 Scale = 1:18.7 DEFL. in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. June 12,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 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 Ls 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/i'PI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Loa Street,Suite 312, Alexandria, VA 22314. Corona, CA 92880 Mil MiTek* Job Truss Truss Type Qty Ply 13031 571h Ave S, Tukwilla, WA (L2-2802-3 car) K6244814 B1902883 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 3x4 = 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:36 2019 Page 1 ID:fPVdn E_YkwaL30Gt8ugRs7yvar_-zG IUxF5bzuPDUJUP Wq 15QW uG13RITm?Vq_TeaTz7?5H 3-11-8 3-11-8 3-11-8 3-11-8 N Scale = 1:18.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BOLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.20 BC 0.14 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.02 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 3=113/Mechanical, 2=247/0-5-8, 4=45/Mechanical Max Horz 2=88(LC 8) Max Uplift 3=-41(LC 8), 2=-1(LC 8) Max Gray 3=113(LC 1), 2=247(LC 1), 4=65(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekw 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 passible 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. 11111. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244815 B1902883 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 { 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:36 2019 Page 1 ID:fPVdnE_Ykwa L30Gt8ugRs7yvar_-zGIUxF5bzuPDUJUP Wq 15Q Wu IJ3T8Tm?Vq_TeaTz7?5H 1-11-8 1-11-8 1.5x4 II 4 Scale: 1 "=1' LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) 0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc puffins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=-13/2-0-0, 5=85/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift 4=-16(LC 15), 5=-26(LC 8), 2-12(LC 8) Max Gray 4=13(LC 8), 5=91(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 2. June 12,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 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 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/TPI1 Quality Criteria, 0S8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MI MI I. MITek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244816 B1902883 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1-0-0 2 1 8.00 i12 3x4 = 8.240 5 May 3 2019 MiTek Industries, Inc. Wed Jun 12 14:42:37 2019 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-RSss8a6DkBX45T3b3YYKzjRT3TpPCDFe2eDC6vz775G 1-11-8 1-11-8 4 Scale: 1 "=1' LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 CS!. DEFL. in (loc) I/deft Lid Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 7 >999 240 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 7 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Code IRC2015/TP12014 Matrix -MP PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 2=172/0-5-8, 4=17/Mechanical, 3=48/Mechanical Max Horz 2=52(LC 8) Max Uplift 2=-10(LC 8), 3=-18(LC 8) Max Gray 2=172(LC 1), 4=30(LC 3), 3=48(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 51114473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek91 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/I-PH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 12,2019 MiTelc' 250 King Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244817 61902883 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 3x4 = 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:38 2019 Page 1 ID:fPVd nE_YkwaL30Gt8ugRs7yvar_-vfQELw6rWfxjdeodF3ZVxzbot7mxgUoH HyleLz7?5F 3-11-8 3-11-8 3-11-8 3-11-8 Scale = 1:18.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.20 BC 0.14 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.02 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=113/Mechanical, 2=247/0-5-8, 4=45/Mechanical Max Horz 2=88(LC 8) Max Uplift 3=-41(LC 8), 2=-1(LC 8) Max Gray 3=113(LC 1), 2=247(LC 1), 4=65(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. June 12,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 ree 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 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 or design parameters end properly incorporate thls design Into the overall building design. Bracing indicated Is b prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing in always required for stability end 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/TP11 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 13031 57th Ave S, Tukwilla, WA (L2-2802-3 car) K6244818 B1902883, JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s May 13 2019 MiTek Industries, Inc. Wed Jun 12 14:42:38 2019 Page 1 ID:fPVdnE_YkwaL3DGt8ugRs7yvar_-vfQ ELw6rVVfxjdeodF3ZVxzdpt9axgGoHHyleLz7?5F 3-11-8 3-11-8 1.5x4 II iik:±XitaX.,:iSSiZ iIiQS�%i�j%i i ��i iiZSZSZSZASS* Scale = 1:18.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CST. TC 0.07 BC 0.03 WB 0.01 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 4-0-0. (Ib) - Max Harz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or Tess at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This Truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. June 12,2019 g WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek0/ 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 propedy 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/TPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 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. 0• t11r For 4 x 2 orientation, locate plates 0- '116 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 and/or by text in the bracing section of the output, Use T or I bracing if indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: 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 dimensions shown in thin -sixteenths (Drawings not to scale) 8 2 TOP CHORDS BOTTOM CHORDS 7 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 1 MiTek' MiTek Engineering Reference Sheet: MII-7473 rev, 10/03/2015 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 bvssea. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at 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 snail not exceed 19% al time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load 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 puffins 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. . Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. START LAYOUT 24" O.C. 30-00-00 —1--- 131-oo-o8 18-11-o z V ted l 2/12 Pich iIJKICeiling 6 / I I 1 1 I 6 c6) ,.... A05 4 1 A04(2 A03(3) AO (5 FU , 614 -', ' I --/ ca c) 6 iT* ' ARE • I ;-, , --4.- ut [ .,-- co 1 12 I 12 , Vaulted , Col 7 B-ii \ -.- 42 \ \ 68 8 /2/12 Fite , )., HUS8(09) --/ I op 1 .1 ../ I I .. ___L.... a 1 c, I B02 2 9 c? B01 o 9 1 JA02(5) 9 c> 2- 1 8 /12 . i8o34) 6.—. iJJ 2-0 -00 ____L___i1 2-0(1)-00 10-00-00 sid GA AGE 19-00-00 11-00-00 7-00-00 12-00-00 30-00-00 11-00-00 = Truss left end indicator. Blocking List Product Qty 2x4 Vent Block 80 HANGER SCHEDULE CARRYING CARRIED QUANTITY HANGER 1 MEMBER MEMBER USE 10DX1 1/2" NAILS a SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 09 HUS28 1 22-16D 1 8-16D • VII Builders FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 Cary Lang Const. 06/2019 CALE: RO L2-2802-3 car DRAWN DV Santiago Aguilar B1902883 ADDRESS 13031 57th Avenue South, Tukwilla, WA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed I dividual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each miss design identified on the placement drawing The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designee For general guidance regarding bracing, consult "Bracing of wood misses" available from the Tnrss Plate Institute, MD D'Clnifdo Drive, Madison, WI 53179 " Prescriptive Energy Code Compliance for All Climate Zones inWashington Project Information Contact Information L2-2U2 This project will use the requirements ofthe Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number ofadditional credits are checked aechosen bythe permit applicant. Authorized Representative All Climate Zones R4/|ue" U-Factora FeneutratinnU'Fodor b n/a 0.30 Gky|ightU'Factor n/a 0.50 Glazed Fenestration GHGCb,e n/u ma Cei|ingk 44 0.026 Wood FmmeVVo||�m,r' 21 ind 0.056 Mass Wall R'Vo|ue' � 21/21 0.056 Flom 309 0.029 Below Grade VVaUc'm 1015/21 int+TB 0.042 *Table R40211and Table R4U21.3Footnotes included onPage 2. REVIEWED FOR CODE COMPLIANCE APPROVED r � JUL � ��Y0 ' 'wu.`xwuw�s CitY Of Tukwila BUILDING DIVISION Each dwelling unit inoresidential bui|dinqshall comply with sufficient options from Table R48G.20000buachieve the following minimum number ofcredits: 1.SmaU Dwelling Unit: 1.6 credits LJ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feetof fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 15UUsquare feet. 21 2.D8edium Dwelling Unit 3J5onedits All dwelling units that are not included in#1or#3. Exception: Dwelling units serving R-2occupancies shall require 2.5credits. [] 3. Large Dwelling Unit: 4.5creddo Dwelling units exceeding 5OOUsquare feet ofconditioned floor area. LJ4. Additions less than 600 square feet: .5cwndUs Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 1b Efficient Building Envelope 1b 1.0 1u Efficient Building Envelope 10 2.0 1d Efficient Building Envelope 1d 0.5 2u 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 HVAC3a 1.0 3b High Efficiency HVAC3b 1.0 3c High Efficiency HV8C3u 1.5 3d High Efficiency H\8AC3d 1.0 4 High Efficiency MVACDistribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5o Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 O Renewable Electric Energy 0.5�_ Total Credits *Please refer to Table R406.2 for complete option descriptions 0.5 O O U Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is Tess 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. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h 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. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information 1-2-2002 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component DescriVt|on Re[ U-factor Contact Information 0.20 Ref. U4ador PowderRoum _ 8.28 Dining Room 0.38 Great Room 0.28 Nook 0.28 Nook 0.28 Nook 0.28 Kitchen 0.28 Study 0,28 Playroom 0.28 Playroom 0.28 Bedroom 0.28 Stair U8 Bedroom 0.28 Master Bedroom 0.28 Master Bath 0.28 Bedrnoom3 0.28 Width Height Qt. Feet wm Feet Inch 1 3 6 o Width Height /mm InchQt. Feet ���t 1 2 6 1 G 8 1 8 G 1 6 6 1 G 1 1 5 5 1 3 4 o 1 5 5 1 S 4 o 1 2 4 1 6 4 1 5 G 1 6 4 1 8 4 1 6 4 1 � 5 � 4 ~ ' ` ^ UA 20.0 4.00 0.0 0.00 UA 10.0 2.80 36.0 10.08 48.0 13.44 41.0 11.48 6.0 1.68 25.0 7.00 13.5 3.78 25.0 7.00 22.5 6.30 8.0 2.24 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 (lO 0.00 (lO 0.00 0.0 (lUU 0.0 (lOU 0.0 (lOO Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 377.0 105.56 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 397.0 109.56 4imple Heating System Size: Washington State This heating system sizing calculator Is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance, Project Information L2-2802 Contact Information Heating System Type: 0 All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Aubum Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights instructions Insulation Attic Instructions L R-49 r F-1 j Design Temperature Difference (AT) AT Indoor (70 degrees) - Outdoor Design Temp I j 2,802 8.5 U-Factor X 0.30 U-Factor 0.50 U-Factor 0.026 Conditioned Volume 23,817 Area 415 X Area UA 124.50 UA X Area UA 43.45 Single Rafter or Joist Vaulted Ceilings U-Factor X Instructions ,No Vaulted Ceilings In this Above Grade Walls (see Figure 1) U-Factor Instructions R-21 Intermediate v Floors instructions wjJ Below Grade Walls (mkt-tura 0 Instructions No Below Grade Wafts in Ms project. Slab Below Grade (s.• Figur* 1) instructions No Slab Below Grade In this protect. V Slab on Grade oes Figunt Instructions _No Slab on Grade in thIS poi Location of Ducts Instructions noonditioned Space 0.056 U-Factor 0.025 1,671 Area X Area 2,471 X Area U-Factor X 1,671 Area UA UA 138.38 UA 41.78 UA F-Factor X Length UA F-Factor X Length UA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load 11,575 Btu / Hour Volume X 0.6 X AT X .016 Building Design Heat Load 27,239 Btu / Hour Air Leakage • Envelope Heat Loss Building and Duct Heat Load 29,963 Btu / Hour Ducts in unconditioned Space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heal Loss X 1 Maximum Heat Equipment Output 41,949 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 45 348.10 15,664 Btu / Hour N N PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0197 DATE: 06/14/19 PROJECT NAME: FOSTER POINT SITE ADDRESS: 13031 57 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A(A) (rIcH uilding Division Nv‘A quy. Fire Prevention Structural 1-71 S A-w c iI7-f Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/18/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (le: Zoning Issues) Notation: CA\ ff) 3 DUE DATE: 07/16/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ej Fire Ping PW Staff Initials: 12/18/2013 Residential Sewer Use pprtification Sewage Treatment Capa,Ay Charge / Li81 King County Department of Natural Resources and Parks Wastewater Treatment Division To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 3 / Property Street Address tiA (ft-4 City CFAIZ-111 01 Owner's Name e ?,i4‘9 State ZIP CO 5 fr 9cg15 2 "efry Owner's Mailing Address F06 OA t k( kti41-- ? 1° 11 City State ZIP 12-06—.3---SO5-3. Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) AL Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): 111 Duplex (0.8 RCE per unit) LIJ 3-Plex (0.8 RCE per unit) Lil 4-Plex (0.8 RCE per unit) 0 5 or more (0.64 RCE per unit) No. of Units x 0.64 = 0 Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? OYes EN° If yes, will this property have a Homeowner's Association? El Yes El No 1.6 2.4 3.2 For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Building Name Block Number Please report any o itions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? 0 Yes 0 No Was structure on Sanitary Sewer? 0 Yes 0 No Was Sewer connected before 2/1/90? T Yes 0 No RECEIVED Type of structure demolished? CITY OF TUKWILA Request to apply demolition credit to rritgefrer s? Yes ENO PERMIT CENTER Sewer disconnect date: Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is corre I understand that the capacity charge levied will be based on this information. I understand that any dev on aty resul4 a revised capacity charge. Signature of Owner/Representative Date Print Name of Owner/Representative PI G. t PP-e5 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer AgencyPink - Sewer Customer (Rev. 10/16) -1e34120.1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0197 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 57th Ave. South and adjacent to 13031 57th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power and utilities, sanitary side sewer and street use. 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 g day of 9CT , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that 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 1-irS1 (t of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated i t A c.(:-/er Notary Public in and for the State of Washington residing at My appointment expires (051,26/ DATED this GRANTEE: CITY of TU A By: Print Name: Henry Hash Its: day of , 2019 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. 44. we Name: /-,,arlitc -Li 6 1,--/ „.•N‘"\‘‘‘‘,1, o144')- 5 0 , • ^' Z Aus\>()%11 NOTARY PUBLIC, in and for the State of Washington, residing at 1(c Illyk,M••` OF NI 111v0ANA\N"S" My commission expires: Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries 7;lY LANG CONSTRUCTION INC Ownr.., or tradesperson Princidals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 Search L&I 1111 g Search A-Z. Index Help My Ikei Workplace Rights Trade & Licensing 34618 11TH PL S STE 200 FEDERAL WAY, WA 98003 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GEN7,RAL Licentie no. CAR', LCI101OF EffeOve — expiration 09/061990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 7964.51C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-03 Received by L&I Effective date 07/23/2019 09/10/2019 Expiration date 09/10/2020 Insurance history Savincs .s No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve w = � INSTALL SILT FENCE PER DETAIL THIS SHEET / / / / / / / / / ^ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / CLEARING LIMIT (8.5O0SF-U14ACRE) ^ ` ` PROPERTY LINE RIGHT OFWAY LINE RIGHT OFWAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER EARTHWORK VOLUME ESTIMATES: ������� �� ���� �».�.�v�o��n� ~~~~. «~�nv FILL «.�n^ TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET ` � ��U KMoVVvvhat���now. Callbefore you dig. ` ` INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET / / PLANN;NG APPR*VED No changos can be made to these plans wittioutzapproval from th | Planning Division of[]CD | i '',rrr-'-- | Date: � HORIZONTAL GRAPHIC SCALE 10 5 O 5 0 7inch~1Oft. / / / / / / 76, / ` / /6, / / / / / / ` / / / � / ` / / ` ` / / � / ` / ' SANDBAGS, OREQUIVALENT MAY DEUSED TOWEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP MINIMUM OF12^AND 8EWEIGHTED ORTAPED TOE |NSHEETING |N MINIMUM 4"X4^TRENCH PROVIDE ENERGY DISSIPATION ATTOE WHEN NEEDED JOINTS IN FILTER FABRIC SHALL BE SPLICED ` AT POSTS. SESTAPLES.VY|RER|NGG.OR EQUIVALENT TO ATTACH FABRIC TO POSTS. PLASTIC COVERING DETAIL PER 2U1SKCSVYDMFIGURE C.3.4.A SCALE: NONE 2^X2^X14GA. WIRE OREQUIVALENT, |FSTANDARD STRENGTH FABRIC USED. � ~ | � &MAX POST SPACINGMAYBE|NC / ED TO 8'IF WIRE BACKING IS USED 2"X4" WOOD POSTS. STEEL FENCE POSTS, RE8AR.OREQUIVALENT NOTES z � FILTER FABRIC BACKF|LLTRENCH WITH NATIVE SOIL OR3/4"-1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL 8EINSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2U16KCSWDMFIGURE C,3]S'A SCALE: NONE `' p CONTRACTOR TOPROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD ° � EDGE OFEXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH 8EDTEXT|LEUNDERL|NE PER KING COUNTY ROAD STANDARDS 4"T08"QUARRY SPALLS UNDISTURBED GROUND RB/YEMDF{]R CQOE(3,{}1VIPLi4NCE ,~ APPROVED ( ^ 3U70\9 U � City of Tukwila | pn|LO|NG O/V1S/[)N' 15'M|N.PROVIDE FULL WIDE OF INGRESS/EGRESS AREA nECFPJED CITY OF T(;KWIL NOTES ASPER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BEPAVED TOTHE EDGE OF RIGHT-OF-WAY PRIOR TDINSTALLATION OFTHE CONSTRUCTION ENTRANCE TOAVOID DAMAG THE ROADWAY. ]UN 14 2814 IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION E PER 2O18KC8VVDMFIGURE C.31.A SCALE: NONE NCE DETAIL 17 *, REFERENCE SHEET NO. C1 SHEET / OF � u SHEETS TESC PLAN AND DETAILS ISSUE DATE cn `+ CD H. H. PHAN r m o/ C C z o -c ru C C G CONSTRUCTI C C C, 0 EG=16.26 4"PVC ROOF D DOWNSPOUT (TYP) (SLOPE TO DRAIN) ss0/-lo oo s71, 4" PERF. PVC FOOTING DRAIN (SLOPE TO DRAIN) MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH & PATIO 2 272 SQ.FT. (INCLUDING OVERHANG) TOTAL 2,272 SQ. FT. 2,272 / 6,500 = 0.3495 X 100% = 34.95% MAX. BUILDING COVERAGE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH & PATIO (INCLUDING OVERHANG) 2,272 SQ. FT. STAIRS & LANDING 44 SQ. FT. DRIVEWAY 622 SQ. FT. TOTAL 2,938 SQ. FT. 2,938 I 6,500 = 0.4520 X 100% = 45.20% IMPERV. SURF. COVERAGE GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP ROOF / FOOTING INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. PARCEL NUMBER 2172000276 FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. DATED JUNE 6TH, 2019 P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 SECOND STORY EGRESS WINDOW LOCATED AT 5 FOOT SETBACK (TMC 16,16.070) Egress wirdc.vv a ' ic.&tt,<1 on 5-toot side setk)acn. shall be required to pruyic,teNdd4equate ground ladder access to all rescue (edresi4'vindows attrove ttie first story, The "flat landscape" sh r ii,he a 12-tout by 4- toot avid area below Inc'arescue wi rciu;nl if the space on the side of the building does not aNc d s[J tjer access of 12-feet, a it"?ir3lt'? }Pil G-fE`E't ?t side of the E ra ft;`t:yt (roes. iimtih�n of ir�fee Feet shill k e illUwert t etaeen buildings itatrf]( PLEASE NOTE. "No fence other than a wood or similar shall be allowed at that location" Fire department shall have the ability to easily remove that portion of fence as necessary for rescue, ROOF OVERHANG EX. 8" SEWER MAIN EG=20.97 LEGEND • / / NEW 1" WAT METER ON EXISTI WATER METER BO (BY CITY Q TUKWILA) / FG=20.80 MATCH 6X. EG=20.42 EX. / POWER POLE SAWCydT & PAVEMENT PATCHHING PER CITY STANDARDS ,EX. 6" SIDE SEWER STUB / CONNECT TO EX. 6" SEWER STUB D=6' ( FIELD VERIFY) PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER CONCRETE PAVEMENT ASPHALT PAVEMENT PROPOSED RESIDENCE EX. 8" WATER MAIN BENCHMARK MAG NAIL WITH WASHER ELEV=20.67 FEET EX. FIRE HYDRANT CONSTRUCTION NOTES: 0 CONSTRUCT CONCRETE DRIVEWAY (4" CONCRETE PAVEMENT) 0 CONSTRUCT 27' WIDE DRIVEWAY APPROACH (3"CLASS B ASPHALT OVER 6" CSBC) 03 CONSTRUCT (2'W x 17.5L x 2'D) GRAVEL STRIP PER DETAIL 2 ON SHEET 3 ® INSTALL 51 LF 1.5" WATER SERVICE LINE 0 INSTALL 10 LF 4" ROOF DRAIN COLLECTOR @ 1.00% MIN. 0 CB -TYPE 50 OR AREA DRAIN RIM=17.95 IE (SE, SW)=16.05 IE (NW)=15.95 07 INSTALL 14 LF 6" PVC SD @ 2.00% ® CONSTRUCT INFILTRATION TRENCH (LIMITED) (12'W x 28'L x 2'D) PER DETAIL 1 ON SHEET 3 FOR ROOF AND FOOTING DRAIN ® INSTALL 12 LF 4" FOOTING DRAIN COLLECTOR @ 1.00% MIN. 10 INSTALL 67 LF 4" PVC SIDE SEWER LATERAL WITH 4" SSCO @ 2.00% MIN. 11 UTILITY TRENCH (POWER & COMMUNICATION) INFILTRATION CALCULATIONS: (SOIL CLASSIFICATION -LOAM (73 LF PER 1,000 SF) 2,272 SQ. FT. x 73 LF/1000 SF x 2' DEEP / 12' WIDE = 27.64 LF DESIGN 28' LONG x 12' WIDE x 2' DEEP Know what's below. Call before you dig. Odd REVIEWED FOR CODE COMPLIANCE APPROVED UiaJ92019 City of Tukwila BUILDING DIVISION RECEIVE: ITY OF TUK1r1.A JUN 14 2019 P IT C TER HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. REFERENCE SHEET NO. Z N CiSs �O oI N N 0 I - SHEET 2 OF 3 SHEETS z J 1.1.E -J W F- VJ 0 CD CD C Cr, v6--) C CD (2: CD CD z C 0) CD z 0 C) _c CD CD CD C) E C) cid cC- C CD CD 2' GRAVEL STRIP SLOPE CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 DRIVEWAY GRAVEL STRIP DETAIL SCALE: NONE FOUNDATION 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL NOTES: PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE 28' 14' 1 0' 4" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH 6" SOLID ADS N12 @ 0.00% A j PLAN VIEW WASHED ROCK 3/4" - 1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% vEXISTING GROUND NTS z -‹--' [ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK FINE MESH SCREEN ELEVATION VIEW BACKFILL NTS 12' EXISTING GROUND z z 2 4" SOLID PIPE WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" (TYP) ROOF / FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE REVIEWED FOR CODE CO: :PLIANCE APPROVED JUL 0 9 2n1 1 city of Tukwila UILDING DIVISION I ECEIVED CITY OF TUKWILA JUN 14 2019 T CE TER REFERENCE SHEET NO. C3 SHEET 3 OF 3 SHEETS 0 I— co u) LLI o7) > CT) < < 0 I °<- 0 .1._ z < c53 >-- /— CC C.) 8 rI, C 0 co ISSUE DATE (2) CN 6 z z g g DESIGNED BY: 03 z z a_ CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION >uJ 0 - ci GENERAL NOTE8 BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRO) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 F'SF FLOOR DEAD LOAD • 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE '5', RISK CAT. II f T rt: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA TABLE R3012(I) GRAND avow L WIND DESIGN SEISMIC DF-SIGN �YTHERNCsFROST SUBJECT TO DAMAGE FRCM WINTER TEMPSIGN . • ICE SHIELD UNDER- ITS R.EpARED FLOOD AIR FREEZI MEAN TEMP SPEED (MPH) TOPOGRAPHIC SPECIAL WIND REGION WIND-BOFdE DEBRIS ZONE LII DEPTH TERMITE INDEX EFFECTS 25 110 Ol/P2 MOD t5 MOD SLIGHT- n NO LOCAL JURISDICTION 50 5m ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE IUORIG GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRAPE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. RI"1�g"_Q g rC MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 MINIMUM COMPRESSIVE STRENGTH (Pc) AT 28 DAYS TYPE OR LOCATIONS CF CONCRETE CONSTRUCTION MODERATE LLEATFERNG POTENTIAL BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRUCTURAL) 2,500 poi BASEMENT WALLS, FCINDATION WALLS, EXTERIOR WALLS 4 OTHER 3,000 poi (5% to 1% air entrainsO) VERTICAL CONCRETE WORK EXPOSED TO THE HEATHER PORCHES, CARPORT SLABS 4 Sit t-'S EXPOSED TO THE HEATHER 4 GARAGE FLOOR SLAB. 3�00 Del (5% to 1% air STltrained) CONCRETE 'BATCH TICKETSHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 60. UN.O. (SEE STRUCTURAL) FOWDATIC7N BOLT HEADS AND NUTS BEARING AGAINST WOOD TO ESE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.G. UN.O. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO SE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRO R3n.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER- 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPFROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (5) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. Ve' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFNG MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: I. 2-PLY HOT -MOPPED FELTS. 2. 55 POUND ROLL ROOFING- 3. 6-MIL POLYVINYL CHLORIDE. 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. b. 60-MIL FLEXIBLE POLYMER CEMENT. 1. V6' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8. 60-MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION.: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A itril- RATURE OF LESS THAN 200'F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL. BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES IF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. DRAFTSTOPPING 4 FIRE BLOCKING DRAFTSTOPPING R302.I2 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE CF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WI -ERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS- I T rt OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPNG SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.I2.1. FIREBLOCKING R302.II IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R302.1 (I'' GAB) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION RI003.I9. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.II.I LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. CCNBTRUCTION/PRAMING GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(I) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R102.35 MUCKINESS OF GYPSUM BOARD OR GTP6UM PANEL PRODUCT! (INCHES) APPLICATION ORIEN1Atl(N CF GTPeUM BOARD OR GYPSUM PANEL PRODUCTS TO FRAMING(nICFEO MAXIMUM !PACING OF FRAMING MEMBERS O6NAILS OLD MAXIMUM SPACING CF FASTENERS (MGHE6) 617E CF NAIL! FOR APPLICATION TO WOOD FRAMING 11 adww Fl 3/D' CEILING PERPENDICULAR 16 1 12 13 r I-V4' LONG, 19K4' HEAP, COSS' DIA. I-I/4' LONG, A1.NILAR- WALL EITHER DIRECTION 16 6 ii RANGED, OR 4d COOLER NAIL, cceO' DIA 1-3/6' LONG, 1/32' HEAD. V2' CEILING EITHER DIRECTION 16 1 12 13 GAGE, I-3/6' LONG, 19/64' FEAR, OCSS' DIA. 1-1/4' LONG, ANNJLAR- RNYaED, OR Sd COOLER NAIL 0606' DIA. 1-6/6' LONG, WOW HEAD, CEILING CSILMG PERPENDICULAR 24 1 GYP621 BOARD NAIL, 00915" PIA I-1/6' LONG, 9/32' NEAP. WALL EITHER DIRECTION 24 8 17 WAJ-L EITHER DIRECTION I6 6 IS 6/e' CEILING EITHER DIRECTION W 1 12 F: 1-6/6' L. IS/64' AD, 0096' DIA. I-3/6' LONG, AN•IJLAR- 13 C+�.HE RINGED, OR 641 COOLER NAIL, 02092' DIA, 1-1/6' LONG, V4' HEAD, OR CEILING PERPENDICULAR 24 1 12 GYPSUM BOARD NAIL, 00915' PIA. I-1/S' LONG. 1v64' HEAP. TYPE X AT GARAGE CLG BESEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 1-1/6' LONG id COATED NAILS OR EQUIVALENT DRYWALL wows. SCREWS SMALL COMPLY WTN SECTION R1023.61 WALL EITHER DIRECTION 24 8 12 l3 fI..& I-6/8' LONG, Fa/64' HEAD, 0096' DIA. I-3/6' LONG, ANNULAR - !WAGED; OR 644 COOLER NAILS S2' DIA, I-1/6' LONG, V4' HEAD, OR GTP1UM BOARD RAIL 0OWB' DIA. 1-1/6' LONG. 19/64' HEAD. WALL EITHER DIRECTION 16 6 16 APPLICATION WITH ADHESIVE 3/8'CEILING G PERPENDICULAR 16 16 IS SAFE AS ABOVE FOR 3/8' GYF'eUl BOARD AND GYPSUM PANEL WALL EITHER DIRECTION 16 lb 24 PRODUCTS. in' OR 6/6' CEILING EITHER DIRECTION f6 16 k6 CEILING PERPENDICULAR 24 SAE AS A O FOR V2' AND 6/S' GYPSUM BOARD AND GTPeUi WALL EITHER DIRECTION 24 % 24 PANEL PRODUCTS, RESPECTIVELY. TWO 3/6 LAYERS CEILING 16 16 16 BASE FLY NAILED AS ABOVE FOR i' GT'PeU1 BOARD AND GYP6U1 PANEL PRODUCTS' FACE PLY INSTALLED WITH ADFE E&IV PERPENDICULAR WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA, 2-1/2' LENGTH), ed BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) I0d BOX (0.128' DIA, 3' LENGTH), Ibd COMMON (0.162' DIA, 3-1/2' LONG), I6cl SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA, 1-5/8' LONG ), 6d COOLER (0092' DIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WJUPA GRADING RULES FOR THE WESTERN LUMBER. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: !WOD TYPE: 2X4 2X6 OR LARGER 14F'2 - Fb•850 poi, Fv■15 poi, Fc■I300 poi, E■1200000pei I-IF'2 - Fb■850 poi, Fv■15 poi, Fc■1300 poi, E■1200000pei DEAC1 DF-L '2 - Fb•900 poi, Fv■95 poi, Fc•1350 poi, E■I600000psI DF-L '2 - Fb•815 psi, Fv.85 poi, Fc•600 poi, E■I300000psi 4X 6X OR LARGER STUDS I-IF'2 - Fb■850 poi, Fv■15 poi, Fc■1300 poi, E■1200000pe1 HF'2 - Fb■850 poi, Fv■15 poi, Fc■1300 poi, E■1200000pei 2X4 2X6 OR LARGER POSTS 1-IF'2 - Fb■900 poi, Fv■95 poi, Fc•I350 poi, E•I600000pei I-IF'2 - Fb■900 poi, Fv■95 poi, Fc•I350 poi, E■1600000pei DF-L 9 - 192■100 poi, Fv•85 poi, Fc■415 poi, E•1300000pei DF-L'2 - Fb•100 poi, Fv■85 poi, Fc•415 psi, E•1300000pei 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER REVIE D FOR CODE COMPLIANCE APPROVED JUL08 2019 City of Tukwila BUILDING DIVISION GLUED -LAMINATED SEAM (GLIB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 16.5 PSI, Fc • 650 PSI (PERPENDICULAR), E ■ 1,800000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv • 290 PSI, Fc • 150 PSI (PERPENDICULAR), E ■ 2000000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 PSI, Fv • 285 PSI, Fc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARNG WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON • 6' O.C. • PANEL EDGES AND 12' O.G. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' O.G. • PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. MALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHNGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRICTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. maim:IOR DOORS. WINDOWS AND BKYLIGNTB PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL WAVE A MN. 50 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R308.4 I. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLD DOOR ASSEMBLIES PER IRO SECTION R308A.I. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRO SECTION R308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT, THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR. AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRO SECTION R308.43. 4. GLAZING IN GUARDS AND RAILS PER IRO SECTION R308.4A. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION R308.45. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R308.46. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRO SECTION R308.4.1. INSULATION AND MOISTURE PROTECTION R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS R302.10.I THROUGH R302.105. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: i. WHERE SUCH MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION. LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.1 WHERE TESTED N ACCORDANCE WITH CAN/ULC 5102.2. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC 51022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R302.103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPSC 16 CFR, PARTS 1209 AND 1404. R302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER P.. Z'2.105 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH ASTM E 910. INFILTRATION. CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: I. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS IN TABLE R102.1.1 IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS, THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT-FACED FIBERGLASS BATTS. CLASS III: LATEX OR ENAMEL PAINT. R102.1.3 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OF THIS SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(1). 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE R103.8.4. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402A AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. R402.4.12 TESTING THE BUILDING OR DUELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR EXCHANGES PER HOUR JNBPECTIONB AND ENFORCEMENT POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATES SHALL LIST THE I T i+S AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED INVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS -FIRED INVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL ESE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. PLu em NOTES: RODENT PROOFING: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS V2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION CF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING V2 OF AN INCH IN THE LEAST DIMENSION. WATER HAMMER: 609.1 (UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(S) TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. aria TMG !I)5EC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. DRILLING AND NOTCHING STUDS PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN P INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602b(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0054 INCH THICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT I0d NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602.6.1, CA rhiti CEIVEt) ;ITV OF TUKWIL JUN 14 2019 PE IT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802.3L Date: 2015 EXCEPTION: WHEN THE ENTIRE SIDE TH THE NOTCH OR CUT IS D BY TURAL PANEL SHEATHING. N-i VE ROOF ATTIC VENTILATION CALCULATIONS VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% / NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW NE RIDGE OR HIGHEST POINT) WIN NE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRO 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO NE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE 57 VENTILATING OPENINGS PROTECTED AGAINST NE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WIN CORROSION RESISTANT WIRE MESH, WIN V.' MIN. 4 14' MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT NE FREE FLOW OF AIR (MIN. I' SPACE BEIUEEN INSULATION AND ROOF SHEATHING • VENT LOCATION. BAFFLING CF NE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM NE TOP OF NE OUTSIDE OF NE EXTERIOR WALL, EXTENDING MAR), TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA 1) 1,611 SQ. FT. CF ATTIC AREA/300 • 551 SQ. FT. OF VENTILATION REQUIRED (802 SQ. INCHES) UPPER VENTS • 401 Sq. In. (S AF50 VENTS) LOVER VENTS = 401 Sq. In. 20 EAVE VENTS x 12' PER BLOCK = 240 Sq. In. 4 AF50 VENTS x 50' PER VENT ■ 200 Sq. In. LOWER ROOF - GARAGE: (AREA 2) 252 SQ. FT. OF ATTIC AREA/300 • .84 SQ. FT. OF VENTILATION REQUIRED (121 SQ. INCHES) UPPER VENTS • 61 Sq. In. (2 AF50 VENTS) LOVER VENTS ■ 61 Sq. In. b EAVE VENTS x 12' PER BLOCK • 12 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY 1'xl0' 050 ROOF VENTS. (50 M IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 1/8' DIA HOLES = 14.16 Sq. In. w/O MESH NFA w/ MESH • 12' Sq. In. PER BLOCK LOU.ER ROOF - COVE PORCH: (AREA 3) 44 SQ FT. OF ATTIC AREA/300 • .15 SQ FT. OF VENTILATION REQUIRED (22 SQ INCHES) NOTE` UPPER ROOF VENTING PROVIDED BY EAVE VENTS = 11 In.COR-A-VENT ROOF-2-WALL VENT I EAVE VENTS x 12' PEREBLOCK • 12 Sq. In. (85 5Q N. PER LINEAL FT) UPPER VENTS ■ II Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ. IN. X 2 LF(TRUSS BAY). 11 SQ IN. PER TRUSS BAY II SQ N. REQUIRED/ 11 SQ IN. 1 BAY I0'-0' (3 EAVE VENT i 30'-0' (15 EAVE VENTS) (AREA 1) (AREA 2) I II'-0' (5 EAVE VENTS) (AREA 3) 29'-0' (3 EAVE VENTS) II'-0' (1 EAVE VENTS) H_A 10 COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) R!Q IRE Is INTEATW 24 I-IR WI-4OLE HOUSE VENTILATION SYSTEM j"ECI4 NICAL HEATING EQUIPMENT ALL UJARM-AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACr--FSS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, I TT-t B GAS VENT OR I T t't BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS CF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A 11 I-u L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SG. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. ■ 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614k) INTEGRATED 24 1-MR WHOLE HOUSE VENTILATION SYSTEM. SEC. M1501 AS AMENDED BY WASHINGTON STATE M1501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.1 THROUGH MI50133. MI5013.1 SYSTEM DESIGN. EACH DUELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION MI5013.4, MI50135, 1115013.6 OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL COPE OR ASHRAE STANDARD 622. M150132 CONTROL AND OPERATION I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE I-lOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE-IaOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE CF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE tTPE OF CONTROL TIMER INSTALLED. SA THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE UJHOLE-HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(I) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). M150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM, THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIhcErItNTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. MI50135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM CF THE AIR HANDLER. THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER. THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M1501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M1501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENIKr BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. SEC. MI501 MI501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfNi AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER Hvl 9I6 (APRIL I9S5) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfm AT 0.10 INCHES WATER GAUGE MI501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. TABLE Me01 t33(1) CGNTIt4JOUS WHOLE HOUSE MECHANICAL VENTILATION SYSTEM AIR FLOW RATE REQUIREMENTS. DUELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-I 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 90 1,501-3,000 45 60 15 50 105 3001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 TABLE M150133(2) INTERMITTENT VENTILATION RATE FACTORS HOUSE MECHANICAL RUN-TIME % IN EACH 4-HOUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 15 13 1.0 TABLE MI501A MINIMUM RECYJIRED LOCAL EXHAUST RATES FOI , ONE- AND TWO-FAMILY DWELLING'S AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 arm INTERMITTENT OR 25 cF1n CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cfm INTERMITTENT OR 20 cfm CONTINUOUS 2015 ENERGY CODE COMPLIANCE AND OPTIONS 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c • 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.I.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U=0.213 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (I0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 54%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM ARE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.51 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kith BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. REVIE D FOR I CODE COMPLIANCE APPVED JUL 09 2019 ty of Tukwila CUI DING DIVISION ECER E IT? OF Tti:WIL:a JUN 14 2019 P MIT CE TER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-3L Date: 2015 1M1501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI501.4. N-2 MASONRY VENEER - GENERAL NOTES PER SEC. R103.8 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER TABLE R1033(1) AND FIGURE R103.8. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SDC DO 4 D1 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC DO, DI, 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE). - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER - AIR SPACE MINIMUM 1 IN - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER N.T.S. 12 NORTH ELEVATION 1/4"= I'—O" 12 ICIEST ELEVATION I/4"=11—O" 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 058 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO UAI-1- PI -ASH INCB DETAIL. N.T.S. GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING CEDAR SHAKE SIDING 5/4x8 BARGE W/ 1X3 RAKE TRIM 5/4x6 BAND W/ 2X3 CAI" 5/4x6 WINDOW , DOOR I CORNER TRIM 4D FRONT 5/4x8 TRIM 5/4x4 CORNER BPS CONT. &UTTER 6" EXP. HORIZ. SIDING STONE VENEER (ADHERED) 12 WEATHER RESISTANT SHEATHING ORRSUBSTORAVERTE FINISH SIDING 6SM TRIM FLASHING WITH 3" MIN. VERTICAL LE& HORIZONTAL WOOD TRIM HORIZ. TRIM AT SHEATHING/WOOD STUDS N.T.S. 12 EAST ELEVATION 1/4"=11—O" 12 5 REV 1 CODE CO APP. D FOR PLIANCE OVED 9 2019 ROOF DRIP EDGES PER SEC. R5052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP TYP PER SID IF SITE REQUI - S • GRADE TO SLOPE AWAY PROM FOUNDATION A MIN. OP 6" WITHIN THE FIRST 10' SOUTH ELEVATION COPYRIGHT 2010 Landmark Design Ins. 1/4"=1'-0" ECEIVC L 1 4Ta RESER/ED ITY OF TUK.VILA 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2802-3L Date: JUN 14 2019 E IT C TER HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF I/2' PER SEC. R3le.I 1 30' -0' I 13'-04' 16 ' -11 3'-9' 8'-5' 5/0x4/0 S. i8/0x4/ XOX ,ii__________Iii__ EGRESS MASTER 12' SOAKING TU13 70 0 `? / BEDROOM 1 60 6 MASTER II0V 5.D. VAULTED 2-8' CEILING BATH 8' CLG. E . CFM LIN. 6'- • 3-0' 7-- _ ,/ _.,,c 6'-Ili / CLOSET 1 gn 8' CLG. e BEDROOM 2 ,n X • EF. -9 50 CFM -1- - i UTILITY F 7 ;.9 T 13' CLG. 0 w i D V.T.0 tu 8' CLG. 22' I / \ L_ _ / (D 110v S.D. - if) N. 0 X ( 4. ..7.0VE - H • I° TREAD - ' I 34 -38 NOSING. - _ BE ROOM 8' CLG. in 0 C) SD. 0 TO BELOUJ 1 2[1 - I i4 • • 50 CFM l'-4' 3'-11 ' (II 8' CLGT. DN 16 R LJ 0 0 PLAYROOM in i- ® S.D. II0V ® BEDROOM 4 I S.D. VAULTED CLG BP 7,4 in 13CLG. J EGRESS BP 5/0x /0 XO iiIi-....- 2/0x • /0 FX ,.._ 3-11 I l'-0' 5/0x4/6 XO 6'-0' 3'-2' 12'-0' 2-10' 5'-2 '-10' / 11 -0' 30.-0" UTILTY ROOM NOTES/MAKE UP AIR. PER IRC G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES Di ER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR_ MEANS. • 100 SQ INCH TRANSFER GRILL UPPER LOOS PLAN 1/4" = 11-0" USING EXHAUST FANS: PROVIDE WI -IF 4 FRESH AIR INTAKE PER SHEET N-2. *REFER TO SHEET N-2 TABLE 150133(1) 1 150133(2) FOR FAN SIZING AND RUN TIMES GENERAL NOTES: I. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.P/-1 FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DUJELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. •SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R40353. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-I0 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R30352. 14. GAS PIPING IS TO BE PROTECTED PER G2415.'7. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK., TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER IS. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE UJEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES I. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC 111502.4.5.1,. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE MI502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1. 11.11-10LE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY PalER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY I-1,4S SIX OR MORE RISERS. ExCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. • 1 -1) 40-0' 10'-0' 1 ,_ . 20'-0' 1'-S 2'-1' 5'-2' 4'-10' 10'-0'10-0' / / / 8/0x 0 OX COVERED PATIO 9' 6/0x6/10 6/0XI/0 TRANS. CLG WI!, S.G. ABOVE METAL FIREPL INSTALL PER SPECS. PROVI SQ. IN. OUTSIDE .' . E 6. AIR II D.V. GREAT zR OPTIONAL I Room , F/P LOCATION' 0 X ta NOOK .0 9' CLG - 9' CLG L _ L_ _ 2'-II' I6'-5 ' 10'-1 ' 2X6 WALL / - - ARCH 2X6 WALL - - - - - - 0 / 7 /I \ tU 7 x EATING BAR DINING s _ N? ROOM , I K, 3 V b 9' CLG R40 W/ MICRO K I TCHEN 1 9' CLG ABOVE ,..i. 100 CFM in VTOS EF.0 REFRIG. 4II-1 L 2XRED 2X6 WALL 0 0 EDI [ ® D'-'R STAIR 16 R- . CTION PANTRYI b 1 PER 2.1 '3'CLG I Z ' ALL W/ UNDER P I STUDY WOOD CAP STAIR 0 9' CLG OPTIONAL--... ACCE X OPEN RAIL IT .1.- \ 10c6i. 2 -3 2.-1' 3' 1' 4'-11' 1'- 3'-5' MIN. / LANDINGFC:rr' . - • CRAWL MIN leA4' ACCES in 36 6'I-1 PAIR I ARC 1_ •- - HWH WALL MOUNTED GAS HOT WATER SYSTEM MIN. (ENERGY FACTOR.0.91) !MIRY ® OUTDOOR COMBUSTION AIR 9' CLG 5/4 BATH SHALL BE PROVIDED PER 1345' MIN. SOLID CORE 77 IRC G2401.6. PROVIDE ONE SELF CLOSING DOOR WOOD,STEEL 9' Cl...G im VERTICAL PERMANENT OR 20 MIN. RATED OPENING THROUGH MECH. CHASE. x6 P.T. POST E.F. 50 CFM I0'-4 ' W/ COO CAP 4 C150 BASE 18'-14' in GARAGE 2/0x 0 S4-I USE 1/2' GJLB ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS COVERED AND BEAMS IN I/2' GWE, PORCH NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 8/0 x 0 . DOOR E34-3' R.O. lls LANDING AT 'EXIT' DOOR 6I/0 x 8/0 O.H. DOOR 16'-3' R.O. NOT 1.5 TO BE INCHES LOWER FROM TOP (R3I13.) -HAN OF la- THRESHOLD. 5'-6' 4'-6' 9'-6' BLUE 18 AUG TRACER WIRE REQUIRED AT NON- METAL WATER SERVICE PIPING PER UPC 604.9 ,_ i 2'-44' 2'-43'-1 / ' 3'-14' / / / 1E'-0' 4'-9" .. 40'-0' MAIN 900S PLAN 1/4" = 11-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUL 09 2019 City of Tukwila BUILDING DIVISION MAIN FLOOR: 1244 5a. FT. UPPER FLOOR: 155a SQ. FT. TOTAL.: 2802 50. FT. GARAGE: 511 SQ. FT. FRONT PORCH: gi1 50. FT. REAR Gov:, 1:7ECK: 55 SQ. FT. e_ in I 9 COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERvEID e_ ECF IV ED C TY OF TUKWIL JUN 14 2019 PERMIT CE TER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-3L Date: IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete, (NOTE; 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min, above top of foundation wall near location of power panel,) I-UU Nt. NZ.WtL; I ION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy speci:kations as outlined for footing/foundation construction, Geotech eigineers_repobt_ she be presented to the building insi2ector at time of footing inspectioa, r- I 2.-131 1 6x6 P.T. POST 5,,,c, WI FIB BASE 01q 30'x30'x12' CONCRETE FTG. W/ 3-e4 BARS E.W. 2 - LJ 4CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 0' 5'- 5.-4'/ '-4' _ 0 4 BARS Aeik / TYP. /2 in 18' O.C. 1 1 I W AX . •'4 "6 -1 c-, .. \ 13 0 Ar. . 36'x36'x8' ONCRETE ,u/ 4-04 EACH BARS FTG. WAY 5 -5i' 4'-3' 4'-3 2 ' 2'- 11 111 ,11 .- - - - VAPOR ORAWLSPACE 12. / (BLACK) 5.-0' !BARRIER '-6' 2.-0' / - 301x301x8" CONCRETE tu/ 3-4'4 BARS EAC4-1UAY FTG. -0, 2.-11' • 0 *DO - -i- 6111 el (V C.1 B 2.-1 1- 51 Z 2'-1' T-B. 2c3 6 NIL -1-1ROUGI-OUT ' YISQLEEN LAP 4..3' C ALUI..(6PAGE SPLICES / el cro _ x0 TYF'. 51-11i' -0 le& 11DI n n i TV -5 t r/ Alk P5I- • el 4 LANDING 365(36' MIN. Q1'61 - X CM ''s er) Z CRAWL MIN ACCESS 181X24,"'" ffl 3'-9' ._ BLOC-KOUT FOR POOR WI 15 Ne'r ,S 6, • VE14. IMPACT irt S2.0 • 4 BARRIER 18.-6i' ,.... 6x6 P.T. POST 4' CONC. SLAB OVER 4' COMPACT 111 , II SAND AND GRAVEL BASE SLOPE en 9 Pa UJ/ CBQ BASE ON 36'x36x12' CONCRETE W/4-04 EA. FTG. WAY 3' TO DOORS I r -1 i I 48.x4.5x8 CONCRETE FTG. :-'- I w/ 5-BARS WAY -. 04 EACH 1 -1 IN NI` - 4x4 P.T. POST LIJ/ PB BASE ON 24504x12' CONCRETE FTG. b II- " 41' 10'-2' L - -I v. i 18' *4 . . •- I 4 OVE SAND AND 6ONC. SLAB 4' COMPACT GRAVEL BASE I 111 ? i- 36'x36'x8' CONCRETE FTG. W/4-04 EA. WA Y I. 8 8/0 x 8/0 O.H. DOOR 8' \ 3' R.O. -I . 6. 16/0 x 8/0 O.N. DOOR 16 -3 R0. 4' CONC. SLAB VENT WOOD TO CONC. CONTACT W/ CO T OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. 51_413 e 1S' O.C. / 40-0' FOUNDATION FLAN I /4" = I 1.-0" 41-91 6'-3' 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB TITAN SIDE VIEW VEHICLE IMPACT BARRIER DETAIL FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL 02 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERiU1SE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID 15LOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACI-I END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATI4ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.FREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. 411 INDICATES 'SIMPSON' 14OLDDOU.N. 12. SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE SPACING (SHT S1.0). REVIEWED FOR CODE COMPLIANCE APPROVED JUL 09 2019 City of Tukwila DIVISION nECEIVED CITY OF TUKWILA VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REO'D 1244/150 • 829 ea FT. PROVIDE SCREENED VENTS FOR VENTILATION JUN 14 2019 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should riot be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-3L Date: 6-6-19 (,_.6) FOUNDATION AT PATIO NTS COPYRIGHT 2011 Landmark Design Inc. ALL RIGI-rre RESERVED USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS 13 VENTS REQC) 3 6X6 PT POST WI ECGQ CAP 4 PB BASE t� (3) 2x ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF I/16' INCH MINIMUM AND I/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN I/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF I/16' MINIMUM AND I/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A I -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND TI-IE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS 1-1T520 - BEAM LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/S2.0 i 51/2 x 12 GLB 31/2 x 111/4 LVL Y - .// /// /////yam / // ///'/// d) O J !a LSTA24 - BEAM A TO TOP PLATE SOIT AT ABOVE AND COVERE PLATE NSULATE PATIO 1 A 1 51/2x12GLB W/ PC 6x CA 51/2x12G-B i �; A (3) 2x � Xe rr BEAR! WALL i BEARING WALL / / / DBL. JOIST / / / 2.0 BEAR NG WALL 1 / At • C BEARING WALL / HTS 20 BEAM TO TOP PLATE :CI nt) CV- Xa N / / // 6x6 ID O // / P.T. POST 0 W/ ECCQ CAP __...""'"*""Al 4 LCB BASE -p 11 (6) 2 4 2 SIP" LU i 210 HNGR 2 3 10 is51/4 X 11/4 L VL .t N0 ►n 2 31/2 x 15 GLB 2.0 (3) 2 (5)2x4 0 4X10 4X12 4 CANTILEVER x 12 /'� i- �l - SEGONO FLOOR AM NG PLAN I/4"=11-O" 4 CONT. DBL. TOP PLATE R-10 RIGID INSULATION (SHADED AREA) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER ~-eAI)ES/INSUL.ATION :,ETA NTS SE FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS • 24' O.G. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF '2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. REFER TO SHEAR WALL SCHEDULE. MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES TRUSS SPECS FOR DETAIL A MIES5 PER IRC TIC AC.0C 1.1 PROVIDE 22'X36' FOATRTIC CE v L / / / / / ( / / / / / / / / / / / / THD26 HANGERS PER TRUSS MFG. 0 (3) 2x ego 4X12 APPLIANCES IN ATTIC NOTES: PER 2015 IRC MI305.1.3 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LAB ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2xI2 PLATFORM W/ 2-LAYERS'/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/4') 4 I -LAYER R-1I 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. 4 x 10 III- ---I1'///////////////////////11 / / 94% EFF PLAN MAX B?U/HR 41,949 22' x 361' ATTI ACCESS L 31/2 x 91/4 LVL VAULTED CLG L NE 4 n • tO x 23C6 O• 4 :RAME / - //////Ai --I '/� /A\ o A 2X6 oVEWRAME r 24' q.c. MANF. TRUSSES • 24' O.C. 9 /////. 4X12 9 GIRDER TRUSS // SOO M I NG 'LAN 1/4"=1'-O" 0 P50 TO T (3) 2x6 GIRDER PLATE 4/S2 0 9 4 4 O.H. 12' MANF. TRUSSES ® 24' O.C. LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/S2.0 6X6 PT POST W/ CPCZ CAP 4 PB BASE ROOF FRAMING NOTES: I. ALL HEADERS TO BE 4x8 OF '2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: ' SHALL CARRY MANUFACTURERS STAMP. ▪ SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. ' SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS PER IRC SEC. 502.112 AND 802.103 AS WELL AS THE TRUSS INSTITUTE'S BUILDING COMPONENT SAFETY INFORMATION. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. R801.1. 'ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRC SEC R802. 6. 4 REFER TO SHEAR WALL SCHEDULE. MANUFACTURED TRUSSES MANUFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON SITE AT TIME OF INSPECTION, FOR THE INSPECTORS USE AND REFERENCE ROOF OVERFRAME NOTES: IRC SEC R802.3 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). REVIE D FOR - CODE CO PLIANCE APPROVED JUL 09 2019 City of Tukwila BUILDING DIVISION NOTE - FASTENERS FOR i hCtATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COrrCR STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 410%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECER'ED CITY OF TIJKW!L JUN 14 219 PERMIT C TER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This planwas designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-3L Date: 6-6-19 4 SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD STAIR NOTES: HANDRAILS WILL 5E RETURNED POET N E PER IRC PER IRC R3IL, OR SHALL TERMINALS OR SAFETY TERMINALS IRC R3IL1S2 TO BE FIFA BLOCKED AT BOTH TOP AND HANDRAIL TO DE PRESENT ON ON AT LEAST ONE SIDE OF STAIR ' ALL USABLE SPACE LNDER STAIRS TO BE I HOUR 4' SPHERE SHALL HANDCaRIP PORTION OF HANDRAILS CONSTRUCTION. NOT PASS THROUGH SHALL WAVE CIRCULAR CROSS SECTION MAXIMUM RISE TO BE-3/4'. OF I MA MIN N. 4 MAX. EDGES SHALL HAVE ' MINIMUM RLN TO 10'. 4 MIN. 6x6 PT POST Win LPe FLAMEBLOCKe FIRE -RATED i OSB SHEATHING ePER OR ie' TYPE 'X GWB SHEATHING F BE MINIMA/1HEAD WEIGHT 6' ET TO BE -S'. C''. ALL REQUIRED GUARDRAILS TO DE 36' MIN. IN WIGH ET. ' MNlhlll STAIR WIDTH TO BE 36'. CONTINUOUS HAND RAIL 34' TO 38' OFF �/ '+� OPENINGS FOR REQUIRED GUARDS ON E SIDES OF STAIR TREADS SHALL NOT 'ME ALLOW A SPHERE 4 NCFES (Wm) TO PASS THROUGH. !ARSE BOARD N6' LP'. FLAMEBLOCKe FIRE -RATED 056 SHEATHING W/15mm PYROTITE END TRuee TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD RE213 1 2x6 '2 DF STUDS • 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 1 W/Pl'ROTITE s/a' 6re HAIL R s/0' OFNEGLAEO SHEATHING /� r� 'In6• oee SHEATHING t ' PROVIDE GUARD RAILS AT LANDIMS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIESNOISING , MN. 36' HIGH W/ CLEAR SPACE PER R312JI AND R312.11 HANPGRIP PORTION OF HANDRAIL SHALL BE / #' MM.-Itee MAX --_.__,_, _ SIDING OR TRIM LESS NORMOREro THAN 2' IN PER PLANNOT No SCALE LAMINATE FACING THE OUTSIDE 4 MUST SECTIONAL , CROSS TREADS F WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS BE ATTACHED TO THE STUDS W/116' 6d POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE HORIZ. AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 12' O G IN THE FIELD. s/6' Ere �/16• LP PLAN�LPGK r PER IRC R31Li5.2a , MIL ' ' SPIRAL STAIRS a TREAD SPHERE LNAI�LE TO PASS THROUGH OPENING PROVIDE MM l I!1' R71d • A POINT @' FROM � SAD IS NARR:UEST PER IRC R3ILi.I0J g \` i GW5 • STAIR INSTALL �5' QED • CEILING, AND WA! 6 I'''' W/ IN 3r0' AF50 ROOF VENTS 5�a' THICK NOMINAL 3 PCF DENSITY / UNPAGED MINERAL FIBER GATT INSULATION FRICTION FIT BETWEEN THE SIDING / (3) 2XI2 STRINGERS FIRE BLOCKING • MID -SPAN D INe11D WILLS ALONG AND IN LIE WOOD STUDS, CROSS-BRACING(50 2X6 wAli STUD SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TR AS BLOCKING A'a' TYPE 'X' GLUE APPLIED VERTICALLY TOP/BOTTOM PLATES. W/ HORIZONTAL JOINTS BLOCKED AND CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. OPPICKETS PER IRC / IU1H STRMERS F AREA ENDER ax4 THRUST BLOCK STAIRS Ie LNRlllma, INTERIOR FASTENED W/6d CEMENT COATED Ilb' CUP -HEAD DRYWALL NAILS W/�515' WEATHER BARRIER FASTENED OVER THE GABLE ENi7 FIREWI4LL I7!TAIL SHANK DIA. 4 1i4' HEAD DIA. SPACED 8' SHEATHING USING SUFFICIENT FASTENERS LESS THAN 5' TO THe 1011POP RTY LINE O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED W/(2) COATS OF GYPSUM COMPOUND. A MIN. 2' PAPER TO PREVENT AIR POCKETS IN THE WRAP % L Dols s PER PLAN 1' PT RISERS / L� k 2x8 FASCIA BOARD — 2x STUDS PER PLAN �(�' SHEATHING EXTERIOR WALL COVERING PER PLAN NO SCALE 7 \ L JST PLASTIC OR FIBERGLASS TAPE MUST BE EXTERIOR WALL COVERING: P.T. 2X12 D MTL. HANGERS AT EA. STRINGER 5. STEEL SIDING 36 ' MIN. 3-2XI2 P.T. STRINGERS DESIGN: (ICC-E5 REPORT - ESR-1365) WALL TYPE 43.4 - I HR EXTERIOR WALL ASSEMBLY No SCALE co P ' EXTERIOR EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 HL 35 ANGLE SUPPORT NO SCALE H I HODS I S -S S I ST I V EFTA I L.S J TYPICAL STAIR DETAIL AND NOTES COMPOSITION ROOF W/ 30' INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R5052.85 PROVIDE DRIP EDGE AT EAVES 1 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 21ie' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE I' MIN. AIR SPACE. TYPICAL EXTERIOR WALL: (212)(6 TOP PLATES 2x6 STUDS 6 16' O.C. 2x6 BOTTOM PLATE 112' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION WI CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN GRADE MASTER BATH 5 12 UTILITY ATTIC SPACE MANUF TRUSSES 24'O.C. I\ \ SEE ROOF FRAMING PLAN BEi7ROOM 2 R-44 INSULATION 12 BATH ATTIC VENTILATION AT LEAST 40% 1 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. BONUS ROOM FLOOR CONSTRUCTION: 3/4' TIG PLYWOOD SUB -PLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) I l FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 1302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 1 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CE IL INGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 12 4' BARS 18' O.C. NOOK R-38 INSULATION HIGH DENSITY GRA1NLSPAGE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED KITCHEN FLOOR CONSTRUCTION: 3/4' TIG PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. TYP. INT. WALL (2) 2x4 TOP fe /2 GRUB 2x4 STUD • 16' O.G. 2x4 SOT. IE U 1 L17 I N0 SECTION 3/8"= I'—O" STUDY R-S8 INSULATION GARAGE USE I/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GOB TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC a co 61 REVIE D FOR CODE CO S& PLIANCE APPROVED x 1- JUL 09 2E11+ 0 = City of Tukvviia 0 a B I .DING DIVISION in a IIU (1) X f 0u GRADE rl-1 ECFIVE CITY OF TIJK° LA JUN 14 2019 PE TIT C TE STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketedthroughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2802-3L Date: 5 N N '" — X OIL IIay \N N SD. flay SD. SD. flay O SD. i N N N / U FER LOOS !LECTR I CAL 1/4"=1'-0" V V J CLG OUTLET ❑ N / CLG OUTLET N 1 N N / INTERIOR STAIRWAY ILLUMINATION PER SEC R3O3.1 IRC INTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POl1ER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303B 1RC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. i MAIN FLOOR ELECT? I CAL 1/4"=1'-0" lREVIE .D FOR CODE COMPI...IANCE. APPROVED f� 2U1 City of Tukwila UIL5ING DIVISION RECEIVE CITY OF TUKWI - JUN:421719 RE T C TER ELECT OVERT -LEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT ICAL KEY COMBO SMOKE ALARM- , CARBON MONO. DET. Q� iBAKUBATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE 5155 EXT. FAN VTOS V • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer Plan No: L2-2802-3L Date: 6 r� GENEAL. STIR CT✓)4L NOTES ALL CONSTRUCTION SHALL SE IN CONFORMANCE WITH NE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE 5, K.: I.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se : 15 - IBC FIGURE 16133(1) See : 1.0, le = 1.0, R:65 C, : 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL SE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 PSI WITH 55 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL SE 41/2% t15% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS II/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOW OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL SE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (15 AND SMALLER) 2" ("6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF"2 OR BETTER POSTS DF"2 OR SETTER 2x FRAMING 1-1F"2 OR BETTER ALL 1x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARN. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLIB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD 4190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb : 2,400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL SE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN I/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb : 2,600 PSI, E 1,500,000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO.08615-R SEARING LENGTH SHALL NOT BE LESS THAN II/2 ". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH Ibd a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d s 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Sd a 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d e 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 344" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.G. AT INTERIOR SUPPORTS. APPLY I/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION!. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOILN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT SE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER S ._,41R WALL SC EL L • 409. MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) I/2" CDX 8d 6 6" O.C. 5i$" a 60" O.G. Qall : 230 PLF OR OSB I/2" CDX Sd a 4" O.C. 5/8" a 32" D.C. Qall = 350 PLF OR OSB C CDX DR OSB 8d a 3" 0.G. 5/8" a lb" O.C. Qall = 450 PLF USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES I) ALL WALLS DESIGNATED" X ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" D.G. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.9.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM 4153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x I/4" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0.C. STAGGERED. -- 4x10 A J • N N C I UPPER FLOOR A = 1,558 SQ FT Ar A <Nv� L8TA24 - BEAM TO TOP PLATE �51/4x114LVL pec5 - TO TOP x91/4L r LSTA36 - HDR I SILL TO 3x BLOOQJG. (TTP. 2 PLACES) LSTA36-147R4SILL TO 3x BLOCKING. (TM. 2 PLACES) x11U4LVL 542 x 12 kLB MAIN FLOOR A = 1,244 SQ FT cF 3) C. 5'/4 x 111/4 LVt. M1� LSTA24 - BEAM TO /OP PLATE SSUE FOR PERMIT TEPPED FOOTING DETAIL arm F. 4e" " p-p" M5TC40 HOLDOU 4. ALIGN WITH EMBEDDED STI4P TYPE HOLDCE N BELOW. SHEATHING 4 NAILING FER PLAN. SPLICE TO OCCUR ON COMMMCN MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL. ABOVE UN.O. 6' 0" MAX MIN INISH GRADE I' 4' 1601 • 16' O.C. SOLE PLATE NAILING. 344" SUBFLOOR (3) Ed JOIST -TO -TOP PLATE UN.O. MAINTAIN MIK 1�4' END DISTANCE. 1x6SW•16"O.C.USE DEL STUD • ENDS OF SHEAR WALLS 4 I-IOLD01145. 10' 0' 2x NAILER AND PT SILL w/ . • MAX ANCHOR BOLT 4 3" x 3' x 11" WASHER AT 5'-0" OC. UN.O. (ALT. MASA • 48' 0.C.) '4 BAR CONTINICUB MINMUM (TYP OF 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION Brd F, 44' • 0 o co co (360) 886-1017 REVIE .D FOR CODE COMPLIANCE APP OVED JUL 09 2019 !try of Tukwila BC11._DING DIVISION ECEIVED CITY OF TtKWIL JUN 14 2019 PE MIT CE TER COP1 RIC�I�T 2018, SEGA ENGINEERS w O 7 11 C1ENE ,4L Si JO8 11-016 / r 1/2" RATED SHEATHING Hl FRAMING ANCHOR EACH TRUSS. USE HIOA-2 Sd 9 6" 0.0,,,,' AT DBL TRUSS. r„r" r° I, ii z RATED SHEATHING 8d 6 6" O.C. (4" O.C. ® SIM)% EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d A 4" O.C. 2x BLOCKING w/ 16d 6 8" D.C. i,�� z RATED SHEATHING ��°�I ! I AI 2x BLOCKING w/ (2) 8d TO STUD EACH END SCALE: 1"=11-0" DATE: 11/02 /18 ISSUE FOR PERMIT 1/2" RATED SHEATHING w/ Sd 6 4" O.C. TO FRAMING / ' NOTE: TES TO DEVELOP CAPACITY OF CONNECTOR GABLE END TRUSS. DBL 2x TOP PLATE. LAP/, SPLICE 4'-0" MIN. 4 NAIL w/ �� 16d 6 6 O.G. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR i�� Ih I j � I fi !:-i1 ■! �1 I 1 A35 40 (USE 2x BRACE OR � A34 EACH I 2x FRAMING 1 48" 24"O.C. 48" �y O.C. AT SIM) PER TRUSS SUPPLIER O.C. SECURE w/ END. PER PLAN. ,/„/° PER PLAN ,/ ,/ /"/� DBL 2x TOP PLATE. /' (BEAM AT SIM.) IF Ailiiill r„ r'�, , �'� RAFTER OR TRUSS PER PLAN /'�"1 w/ (2) Sd TO 2x BLOCKING / NOTE:INSTALL SEE ARCH FOR FLASHING REQUIREMENTS. 3 LOWER ROOF FRAMING 6 I, I I I I SHEAR 1 I ! ! 2x STUD PER PLAN , I ! i WALL J■■■■■■■■►Pt itimannIMMINIMN Structural & Civil Consulting Engineers 139 SE 292nd Place • Black Diamond, Washington 98010 (380) 888-1017 !Will CONNECTOR STRAP PER PLAN. I►� TRUSS PER PLAN 2x VENTED BLOCKING. END NAIL TO TRUSS * EACH END w/ (2) 8d. I ' i I DBL 2x TOP PLATE. LAP " SPLICE 4 -0 MIN. 4 NAIL w/ 16d 6 6" O.C. STAGGERED 2x STUD (NOT 9 SIM) NOTE: CDNNECTOR PRIOR TO PLACING COMMON TRUSSES SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON 2x FRAMING PER PLAN.WALL (BEAM AT SIM) MEMBER OR BLOCKING 1 TYPICAL ROOF FRAMING CONNECTION 4 } DRAG STRUT CONNECTION SCHEDULE. 2 ROOF FRAMING Iiivi:'=a f (HEADER 6 SIM.) 6 GABLE END 62.0 SCALE: I" • I'-0" 52. SCALE: I" • I'-0" 52Z SCALE: I" • I'-0" 52.0 SCALE: I" • '-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. Sde4"O.C. ROOF SHEATHING PER PLAN NOTE: SEE ARCH REQUIREMENTS. I I , FOR FLASHING I 2x BLOCKING MSTC HOLDOUN STRAP PER PLAN I I,_ SOLE PLATE NAILING. USE I6d 6 WI O.C. MIN SOLID RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11iz" END DISTANCE. Sd a 4" O.C. 34 ° SUBFLOOR 2x JOIST PER PLAN 2x BLOCKING w/ A35 FRAMING ANCHOR AT DSL 2x TOP PLATE HDR PER PLAN. I . II sue' ' ' ' r.. .G. TO TOP PLATE. � � 3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) SHEATHING 4 NAILING PER PLAN. 1 SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING j•y,�,�„��,�„ jY� in 1� s 7 /4I SUBFLOOR I' -0" TRIMMER STUD(5) KING STUD LSTA STRAP PER PLAN (TYP). 2x SILL PLATE OR TO CORNER (TYP) 1/2" RATED SHEATHING 4 NAILING PER SCHEDULE. �, III TRUSS OR RAFTER PER PLAN 2x NAILER w/ I6d 5 ROOF � OR TRUSS ® 8" O.C. FRAMING 6 SHEAR I WALL 2x STUD I I I rim Pam. . SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x FRAMING PER PLAN. (BEAM AT SIM) i FRA"1ING AT INTERIOR U'I SHEAR WALL Tm 2x FRAMING PER PLAN. (BEAM AT SIM) 6 TYPICAL FLOOR 4.1111 " FRAMING JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 8 6" O.C. STAGGERED. CONNECTION _,A M4R< D.-S G\, \C. F_A\ \O. L22�2 G I ,� _ I IDS 52.0 SCALE: I" • 1'-0" 52.0 SCALE: 1" ■ I'-0" 52.0 SCALE: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN 1.... I i , I6d 6 4" O.C. SOLE PLATE NAILING. Sd s 6" O.C. UNO 3/4" SUBFLOOR MSTC HOLDOLN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE LUG HANGER BY �I I I6d s 8" O.C. SOLE PLATE NAILING. ► RIM JOIST w/ (3) Sd a 6" O.C. I6d EACH JOIST 3� a 4 SUBFLOOR 1�z" RATED SHEATHING 4 NAILING PER PLAN — I6d 6 8" D.G. SOLE PLATE NAILING. 2x RIM JOIST. 3 „ �4 SUBFLOOR 1 I �I I / a SHEAR I WALL FORCE TRANSFER DETAI 3x BLOCKING (TYP),., EVI FOR CODE CO PL ANCE 52.0 SCALE. I • I-m : P 'ROVEC " UL a 9 26N TRUSS SUPPLIER PER PLAN. T „„�„�„�,�,� / i 'mewTRUSS IIJOIST I LSTA24 STRAP (FAR SIDE) 2x TmP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. " MINIMUMNAIL Oly of Tukwila EUILDNN DIVISION SHEATHING TO HDR /—w/ 8d 6 3" O.C. EACH WAY. 7��� ■ f ; / PER PLAN (USE DBL w/ EUG210-2 e HOEDOWN) 2x BLOCKING w/ A35 FRAMING ANCHOR TO TOP PLATE. TRUSS PER PLAN. LUG HANGER BY TRUSS SUPPLIER MSTC HOLDOWN % J JOIST PER PLAN BEAM PER PLAN. TRUSS OR RAFTER JOIST PER PLAN (SIM ONLY) \\._ LUS HANGER LUS HANGER BEAM PER PLAN 9 SHEAR WALL FRAMING AT FLUSH BEAM \ y } ; FASTEN TOP PLATE TO HEADER w/ (2) ROWS 16d AT 3" OC. BEAM PER PLAN im FLOOR FRAMING 6 CANT. JOIST 10'-0" rI IoiI(2) « i 2x STUDS (TYP.) :: 4x BLOCKING 9 MIDDLE 24" IF REQUIRED. STRAP PER PLAN 11 SHEAR WALL FRAMING AT BEAM 52.0 SCALE: I" • r-0" 52.0 SCALE: I" • 1-0" 52.0 SCALE: I" • r-0" 2x BLOCKING w/ (3) Sd „2x Sd s 6 O.C. TOE -NAIL TO 4x BEAM 4 (2) Sd TO JOISTS. SUBFLOOR PER PLAN JOIST PER PLAN A STUD PER PLAN. USE MINIMUM j (2) 2x STUD 6 ENDS OF SHEAR WALLS 4 HOEDOWNS. SEE SHEAR 1 WALL SCHEDULE FOR 3x STUDS. 16d 6 16" D.C. SOLE PLATE NAILING. 3�4" SHEATHING ANCHOR BOLT w/ 3"x3"x14" SHEATHING 4 NAILING PER PLAN OR SCHEDULE ! I I, 1 ��;; 2x STUD PER PLAN. USE DBL STUD A7 END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 4" ON GRADE OVER MIN. 6 MIL VAPOR BARRIER MAXIMUM TOP OF STEM WALL 1/z" RATED SHEATHING (24/0 EXP I). •: NAIL w/ (2) ROWS 84 6 3" 0.C. AT PANEL EDGES. :' - (2) 2x PLATE. (NAIL SHT'G TO EA PLATE) ��� WASHER SEE SCHEDULE FOR SHEATHING 4 NAILING PER I?�%���� PLAN. SPLICE TO OCCUR I ON COMMON MEMBER OR BLOCKING. yam;; SIZE 4 SPACING.USE % "c AT e 60 O.C. UN.O. 2x PT SILL 2x4 GUSSET EASLAB SIDE w/ (S) 16d �U ,, « 2x4 w/ 8) I6d AT BEAM PLICE. (NOT A METAL CAP) M oN6" .— '4 =AR - HORIZ ` ELEV. VARIES r ; ;(ALT. METAL CAP) r MIN. (NOT FINISH GRADE 12"MAX. \ ® S.O.G.) I I I GtHD HOEDOWN PER PLAN. FINISH GRADE OR SLAB ON GRADE lig� i • ► ' ; - r ri -I►�." ' n 2x PT SILL 4x4 PT POST _ STHD HOLDOIt�I R PLAN -6 a a 4 2x PT SILL w/ �. CHOR BOLT 4 3" x 3" x 1�4 WASHER PER PLAN OR SCHEDULE. USE �a ¢ 8 60 O.C. MIN. STWD14 HOLDOWN UNO. (2) 5/0, ANCHOR BOLT w/ MIN. I" EMBEDMENT 4 3" x 3" x 1/4" (4x6 AT SPLICE) ` (S.O.G. 9 SIM.) I -6 MIN "41 BAR 24" DG. - VERT. ++ ` MAB ANCHOR 18 �� GALVANIZED tE WASHER (ALT. A34 ANCHOR TWO SIDES) _ _ 12" MIN. MIN. M N. . 8,1110 4LBAR 6 24"O.G. - VERTICAL ECEfVE[1 FOUNDATION PER PLAN. CITY OF TUKWIL MIN. 8 THICK STEM WALL w/ SUN a 21� "4 BAR HORIZ TOP 4 BOTTOM. 12 PORTAL FRAME PANEL 4'-0" MAX 8" O p o o "4 BAR CONTINUOUS FTG PER PLAN FINISH GRADE QD P /\ p o - ,� 5_, \ " 4 BAR CONT. (TYP.) \S„ / 8 ITC TER. s2� SCALE: NONE COPYRIC�I-IT 2018, SEGA ENGINEERS 13 FLOOR FRAMING AT CRAWL SPACE 1 4 / 14 FOUNDATION AT CRAWL SPACE 1-4 15 FOUNDATION AT SLAB ON GRADE JOB ii-0167 j 52.0 SCALE: I" • I'-0" ` 52.0 SCALE: I" • I'-0" 52.0 SCALE: I" • I'-0"