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Home My WebLink AboutPermit D19-0306 - STERLING - LOT 3 - NEW SINGLE FAMILY RESIDENCESTERLING - LOT 3 5421 S 150TH ST FINALED 06/19/2020 019-0306 Parcel No: Address: 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.TukwiiaWA.gov 8733000093 5421 S 150TH ST Project Name: STERLING - LOT 3 COMBOSFR PERMIT Permit Number: D19-0306 Issue Date: 12/12/2019 Permit Expires On: 6/9/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: SCHERLER ARNOLD E II 1118 OLYMPIA AVE NE C/O BARBARA J RILEY, OLYMPIA, WA, 98506 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 k $ � CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLC11010F Expiration Date: 9/26/2020 CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT 1 NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, POWER UNDERGROUNDNG, STORM DRAINAGE W/DISPERSION, SANITARY SIDE SEWER, WATER SERVICE & WATER METER, TRAFFIC CONTROL, SIDEWALK, CURB & GUTTER, DRIVEWAY ACCESS, AND STREET USE. JOINT SANITARY SIDE SEWER AGREEMENT BETWEEN LOT 3 AND LOT 4 & PRIVATE SANITARY SIDE SEWER. Project Valuation: $408,562.30 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $21,673.36 Occupancy per IBC: R3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: international Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 National Electrical Code: 2015 YVACities Electrical Code: 2015 VVACZ9046B: 2015 VVAState Energy Code: 2015 2017 2017 2017 2015 Public Works Activities: [hanne|izadon/Striping: [urb[ut/Acxes$Sidewa|k: 1 Fire Loop Hydrant: Flood Control Zone: Hau|ing/OvenioeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut 40 Fill: 40 Number: l l I Ye Permit Center Authorized Signature� Date: I hearby certify that I have read and examined this permit and know fhe same to be true and correct. All provisions cflaw and ordinances governing this work will becomplied with, whether specified herein o/not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree tothe conditions attached tnthis permit, /��/)�� Signature: /~�~ {~~ Date: ' Print Name: ( ^/ v - This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work issuspended orabandoned for aperiod of 180days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT COND|T|ONS^** 2. Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 6: All construction shall bed6-neinconformance with the Washington State BiO|din8Code and the Washington State Energy Code. 7: Notify the City ofTukwila Building Division prior toplacing any concrete, This procedure isinaddition to any requirements for special inspection. O: All wood toremain inplaced concrete shall betreated wood, 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall iuthe office ofthe City Clerk. 11: 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. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. Aminimum distance of4-inches shall bemaintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (I00-43l'3b7O). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center, 15: Preparation before concrete placement: Water shall beremoved from place ofdeposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 16: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not beconstrued tobeapermit for, oran approval of, any violation ofany of the provisions ofthe building code ornfany other ordinances ofthe City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code o/other ordinances ufthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction nferrors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS' 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZO6/43l'367O). 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. ZO: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. Zl *~+PLUMB|NG/GASPIPING PERMIT [OND|T0N5*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall beinstalled! incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: Noportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. 28: All plumbing and gas piping systems shall betested and approved asrequired bythe Plumbing Code and Fuel Gas Code. Tests shall beconducted inthe presence ofthe Plumbing Inspector. It shall bethe duty uf the holder ufthe permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a bu`fl Tng or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 31: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 40: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 41: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 42: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 47: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 48: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 49: 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 5:00 p.m. and weekends. 50: No work under this permituring weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 51: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 52: 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. 53: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 54: Any material spilled onto any street shall be cleaned up immediately. 55: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 56: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 57: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 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 to the Final Inspection. 58: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 59: 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. 60: Project shall comply with the Geotechnical Engineering Report by Migizi Group, Inc., dated June 28, 2019 and subsequent Geotechnical! Reports/Evaluations. 61: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 62: 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. 63: Prior to Public Works Final of this permit Owner shall sign w/Notary a Conveyance of Public Improvements. Document to be recorded at King County and recording cost paid by the Owner/Applicant as part of this permit. As part of the turnover, Owner shall provide As-Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way. 64: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 65: 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 & TMC 14.30.080. 66: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 68: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,297.22. 70: Prior toissuance ofthis permit Owner/Applicant shall sign w/Notar aHA �riarmless Agreement for work within the Public riBht-of+way. 71: Prior to Public Works Final Inspection Owner/Applicant shall sign w/Notary a Joint Sanitary Sewer Use Agreement between Lot 3 and Lot 4. Agreement toberecorded atKing County and recording cost paid by the Owner/Applicant aspart ofthis permit. 69: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-00xx. Fee based on two new single family residences. 72: Prior tnPublic Works Final Inspection Owner/Applicant shall sign w/NotaryaPrivate Sanitary Sewer Easement and Maintenance Agreement between Lot 3and Lot 4. Easement tnberecorded atKing County and recording cost paid bythe Owner/Applicant aspart ofthis permit. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2U6) 438-9350 5I80 BA[KFUJVV FIRE 1700 BU|L0NGF|NAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDVV SIUO EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0301 FOOTING 020I FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING OSOZ LATH/GYP3UK88OARD 0703 yWE[HEQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 P|PE/DU[T|NSULAT|ON 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 040I ROOF SHEATHING 0603 RODF/[BL|NG|NSUi 9002 ROUGH -IN GAS PIPING 0701 ROUGH'|NK8ECHAN{CAL 8005 ROUGH'|NPLUK8BiNG 0 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 �~^�«x m�� Tukwila �=�~� ��n n ��n��m�va Department mfPublk Works 63U8SouthcenterBoulevard, Suite #10O Tukwila, Washington 98188 Phonm206-433-0179 Fax: 206431'3665 Web site: htto://www.TukwilaWA.gov Parcel No: 8733000093 Applicant: STERLING LOT WATER METER INFORMATION Permit Number: D19-0806 Issue Date: 12/12/2019 Permit Expires On: 7/6/2020 DESCRIPTION OF WORK: CONSTRUCT 1 NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, POWER UNDERGROUNDNG, STORM DRAINAGE W/DISPERSION, SANITARY SIDE SEWER, WATER SERVICE & WATER METER, TRAFFIC CONTROL, SIDEWALK, CURB & GUTTER, DRIVEWAY ACCESS, AND STREET USE. JOINT SANITARY SIDE SEWER AGREEMENT BETWEEN LOT 3 AND LOT 4 & PRIVATE SANITARY 51DE SEWER. METER #1 METER #Z METER #3 Water Meter Size: V. Water Meter Type: PERM Work Order Number: 21940137 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee:$10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn vnFees: $50.00 $0.00 $0.00 Subtotal; �1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 TOTAL WATER FEES: $7,541.00 CITY OF TUICW1C Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. ProjectNo.: Date Application Accepted: Date APphcation Expires: (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** 10 3 SITE LOCATION Site Address: ( 2- I 5 I PROPERTY OWNER )1 Name: King Co Assessor's Tax No.: V7330000 3 57- er-iiGvi ,4—c Address: State: Zip: ONTACT PERSON — person receiving all project communication Name: Address: City: State: Zip: Phone: Fax: /Egad: cctry )kiiii 60/10..r 14,4,41_, cow,. GENERAL GENERAL CONTRACTOR INFORMATION ompany Name: Address: - e ity:Re de,,t( AAry State: pi.- zip:q92j Phone: 2_06_12_3 4-0c x: Con8W L___ c_rlo op Date:i(//i Tukwila Business License No,: 0 f ‘4/ ‘ ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD - Company Name: Engineer Name: Name: e ei v ti Address: 1139 2-el CitY: igireck P 1410 State: Zip: ?qo Phone: ' Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Id: \Applications \Forms -Applications On Line \20I I Applications \ Combination Permit Application Revised 8.9-1 I,docx Revised: August 2011 bh Page I of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): CON 5 Gt L ry c' rY DETAILED BUILDING INFO TION PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I' floor / 2, �� 2"d floor Garage carport ■ 5 7-4- 7r Deck — covered 0 uncovered 0 r_d' d f,t.i c.,,A q Total square footage 0 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 FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 55C) 0 Value of mechanical work $ 1 furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ G�— bathtub (or bath/shower combo) dishwasher 5 lavatory (bathroom sink) water heater (gas) fuel type: ❑ electric gas appliance vent « ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment bidet floor drain sink lawn sprinkler system r 2- 3 3 clothes washer shower water closet gas piping outlets H \Applications\Porms-Applications an Line\2011 Applications\Combination Permit Application Revised 8.9-I l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed infolmation): devirpr- AA.-tcr Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ATER DISTRICT ...Tukwila 0...Water District #125 ...Letter of water availability provided • Highline S WER DISTRICT ...Tukwila 0.„ Valley View .. Renton ...Sewer use certificate El ...Letter of sewer availability provided .. Renton 0.. Seattle SEPTIC SYSTEM: 0 .. 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): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") o ...Technical information Report (Storm Drainage) Geotechnical Report [3...Hold Harmless — (SAO) ..,Bond 0 .. Insurance 0 .. Easement(s) 1:1 .. Maintenance Agreement(s) Ej ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance El „Construction/Excavation/Fill - Right -of -Way„. 0 -or- Non Right -of -Way.. 0 ....Total Cut 0 ...Total Fill 0 o ...Sanitary Side Sewer El ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards 0 .. Work In Flood Zone Ej .. Storm Drainage .. ▪ Abandon Septic Tank .. Trench Excavation o .. Curb Cut 0 .. Utititv Undergrounding o .. Pavement Cut 0 .. Backflow Prevention - Fire Protection O .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # El ...Residential Fire Meter Size ....... " WO # 0 ...Deduct Water Meter Size .................... 0 ...Temporary Water Meter Size 0 ...Sewer Main Extension Public 0 - or - Private El " WO # 0...Water Main Extension Public 0 - or - Private El FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line Ej ...water 0 ...sewer MONTHLY SV10E BILLING TO: ri Name: £q,7 9475?- 2_,(6 v 41 Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: number of public fire hydrant(s) El ..,sewage treatment 2_.0 6-- .y-50 55— Day Teleph ne: -rode 4,A,r/ f02-3 City State Zip Day Telephone: City State Zip HAApplicationsVorms-Applications On Line'.201 I Applications\ Combination Permit Application Revised 8-9-11cloca Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT, PROPERTY 0 E R AUTHORIZED AGENT: Signature: Print Name: et , , , A A II-) Day Telephone: Mailing Address: 2- Fe/5' 2_ '70' al'? Cc, re drew ( city Date: Y- h-fr "€%'.2_3 State Zip HAApplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S'iggti Lo-r 1 PERMIT # bi9 6.30 6 ( 54zt S, Is-0 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 ©o 0 o Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) o o 5. Enter total excavation volume 40 cubic yards 40 Enter total fill volume cubic yards $ 1'7 Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE J Up to 50 CY Free 51— 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 ' $49.25 10,001 — 100,000 $49.25 for 1ST 1 0,000 , PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 42 5. (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 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees c 6. Permit Issuance/Inspection Fee (B+C+D) $ 17 (6) 7. Pavement Mitigation Fee 1-1517 ) (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. 0 $ 2 (8) QUANTITY IN CUBIC YARDS RATE v 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 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 CAS4Ar)i; Wr t ALL( /c6 DUE WHEN PERMIT IS ISSUED (6+7+8+9+1.0+11) $ 112S Total A through E $ 1 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ ► 2 9 —1 I. Other Fees �---� $ `6416 Total A through I $ 7713 2 - (10) 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 -12.31.2019 Total Fee 0.75 $625 -•/ $6,416 ./ $7,041 •i 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 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $43,428.09 D19-0306 Address: 5421 S 150TH ST Apn: 8733000093 $18,929.80 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 $15.00 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 $4,577.36 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 PERMIT FEE R000.322.100.00.00 0.00 $4,220.86 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR 1 R000.322.100.00.00 I 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR I R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,570.72 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $243.72 TECHNOLOGY FEE R000.322.900.04.00 0.00 $243.72 D19-0307 Address: 5435 S 150TH ST Apn: 8733000095 $6,583.54 1 INCH $1,125.00 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 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 1 of 3 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID I t $43,428.09 D19-0307 Address: 5435 $ 150TH ST Apm 8733000095 $6,583.54 DEVELOPMENT $4,490.66 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345,830.00.00 0.00 $175.00 PERMIT FEE R000.322.100.00.00 0.00 $4,134.16 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 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 $273.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $239.38 TECHNOLOGY FEE R000.322.900.04.00 0.00 $239.38 D19-0343 Address: 14728 59TH AVE S Apn: 3597000065 $17,914.75 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 $15.00 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 $3,840.41 PERMIT FEE R000.322.100.00.00 0.00 $3,483.91 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830,00.00 0.00 $175.00 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345,851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR " R000,322.100.00.00 0.00 $195.00 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday. December 16. 2019 11:24 AM 2 of 3 Receipt Number DESCRIPTIONS PermitTRAK 1 ACCOUNT QUANTITY PAID $43,428.09 D19-0343 Address: 14728 59TH AVE S Apn: 3597000065 $17914.75 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,320.72 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 TECHNOLOGY FEE $215.62 TECHNOLOGY FEE R000.322.900.04.00 0.00 $215.62 TOTAL FEES PAID BY RECEIPT: R19301 $43,428.09 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 3 of 3 SYSTEMS Cash Register Receipt Receipt Number City of Tukwila . DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY : PAID $8,219.40 D19-0305 Address: Apn: $2,788.64 DEVELOPMENT $2,788.64 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,788.64 D19-0306 Address: Apn: $2,743.56 DEVELOPMENT $2,743,56 PLAN CHECK FEE R000.345,830.00.00 0.00 $2,743.56 D19-0307 Address: Apn: $2, 687.20 DEVELOPMENT $2,687.20 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R18654 R000.345.830.00.00 0.00 : $2,687.20 $8,219.40 Date Paid: Tuesday, September 24, 2019 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 26443 Printed: Tuesday, September 24, 2019 12:06 PM 1 of 1 5 ST INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)8--o3bep Project: Type of Inspection: isili el— 0144 ..17-4/,4/G LOT' .3 Address: 'S-'512, ._-5- Z5-2977" -557 Date Date Called: Special Instructions: 643-. /42/Re /../1/41-1— Date Wanted: c:0 a- . fl--M• 'Requester: \ Phone No: Pi- OMBING- frN/9-1-. Approved per applicable codes. Corrections required prior to approval. j COMMENTS: A-ePRotlej): gii-5' r7151/4-e--- 1940/148/A1G- p L. 074-1 25i2L.4-4" //1/ 667709-6 ns pector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Di 9 030(p CITY OF TUKWILA BUILDING D 63t30 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 PERMIT NO. VISION (206) 431-3670 Project: Type of ins p n: Address: Date Called: 5/2 Special instructions: Date Wanted: a.n. Requester: Phone No: det5\Approved per applicable codes. Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPEC ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .S.T /ec1NG Type of inspection: dc)' G. ;O LA-77 0 . W a / Address: S•'` 2/ /.� Date Called: Special lnstructlons: ;Date Wanted: a..m. p.m., Requester: Phone o: Approved per applicable codes. Corrections required prior to approval. COMMENTS; RVVV REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project; 5'>2t_//t/ CDT _ 3 - Type of inspection: r i/YG Address: . `5 T "7-7 Date Called: Special Instructions: 3Date Wanted: ..7'-5 .2 p.m. Requester: Phone No: Approved per applicable codes. © Corrections required prior to approval. COMMENTS: 'P V'4'//Yc Inspector: 246 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type to/,l{inspecc ionl: Gbe ■//.�•�IT Address: Date Called: Special instructions: 'Date Wanted aim. p.m. Requester: ,Phone No: Approved per applicable codes. Corrections required prior to approval. 0lM M ENTS: 0 'Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 Permit Inspection Request Line (206) 438-9350 0 ProT�pe o� in pectivn: Address: ✓ i S, -7rr, V Late C. lled: Special Instructions: Date Wanted: a.m. pin.v Requester: Phone No: JApproved per applicable codes. 'COMMENTS: Corrections required prior to approval. ns pecto D REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of inspection: s )flGji S' A6OI a/i-hfThYJVc- Address-: Date Called: Special Instructions: .... Date Wanted:pa — -- p' m. / Requester: Phone No: -� 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ../41V,/ nspecto Date t, /.7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project. Type of 1n pection: Address: ate Caffed` Special Instructions: ,i'mr Date Wanted: a.m_ p.,m. Requester: Phone No: 2-5. --`-9 ; Approved per applicable codes. Corrections required prior to approval. COMMEN ; S: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di 9 -031!)ce, Project: Type ofInspection: _ P i .../ . t... Address: .5Y2/ -'Date Calle : Special Instructions: • 467-3 Date Wanted: 1 3. 111. p,m. 'Requester: , II Phone No: riApproved per applicable codes. Corrections required prior to approval. COMMENTS: /77A4L ffitc . 40-? 9- p4ii4MPk Pidl)Ai REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 70 Permit Inspection Request Line (206) 438-9350 Project: Type of nspe o : i Address: Date Called: Special ns u n : Date Wanted: a-n. . . CAT • Requester: Phone No: NApproved per applicable codes. ections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 438-9350 Pro ec : . Ty e of lnspect • , k reA-t "S Address: Silz-I Sf / .1 Date Calle Special Instructions: , Date Wanted: a.m. p.m. Reque : Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: nspec or: Date:, 1 -1 REINSPECTION FEE REQtnRU. Prior to next inspection, fee must be paid at 6300 Southcenter B vd.. Suite 100. Cat!. to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prc��"c'L-!1?,G'�" Type nspection:ii Address: Date Called: Special Instructions: 577 ,:w/g6. 6©7- Date Wanted: / —/5 -, a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: !p Corrections required prior to approval. Inspector: Date: REINSPECTION FEE REQUIRED, Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3# `0 Permit Inspection Request Line (206) 438-9350 Pro +ec • Typ s p Lion: Add ess: tl I`1at Called: Special Instructions: Date Wanted. a.ri.: �teuester. Phone No: Approved per applicable codes. Corrections required prior to approval. �CO M ENTS: i.a*! t /547 / mil/ c REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit i) 03eXep PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 670 Permit Inspection Request Line (206) 438-9350 Project: 5+evLot »3 T e o riss ion: Address: qZ/ .5 Date Called: Special Instructions: bate Wanted: a.m. p.m. 'Requeste • Phone No: Z(74. - Approved per applicable codes. rrections required prior to approval. ENTS: nspector. Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Values U-Factors Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb'e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall'' 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall`'' 10/15/21 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEVI/FD F Ir R ODE COMPLIANCE APPROVED DEC 062019 City of Tukwila BUILDING DIVISION RECEIVED CiY` -r i O TUKWILM SEP 2 4 2019 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. O 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0,5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 0 0 0 0 0 0 0 ❑. *1200 kwh 0.5 1.0 0.5 1.5 0.0 3.50 Table R4O2.2.1Footnotes For S|:lfoot .=3U4.8mn\d.=continuous insulation, iot.=intermediate framing. vR-va/uesareminimums.U-factomandSHGCanemaximums.VVheninsu|ationisinstaUedinacavityvxhichis less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. » The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation atthe interior ofthe basement wall. ''T8"means thermal break between floor slab and basement wall, ^R,1Ocontinuous insulation isrequired under heated slab ongrade floors. SeeR4O]I9.l. ° There are noSMG[requirements inthe Marine Zone. f Reserved. u Reserved. n Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. ] Reserved. "Forsin8|erafteporjuist'vau|tedceiHn8s'theinsu|atiunmaybereducedtoR'38. / Reserved. M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum ofR'1Uinsulation. Table 04U2'1.3Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified inSection R4O213. Window, Skylight and Door Schedulle Project Information L2-2802 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact Information 0.20 Ref. U-factor Powder Room 0.28 DiningRoom 0.28 Great Room 0.28 Nook 0.28 Nook Nook Kitchen 0.28 0.28 0.28 Study 0.28 Playroom 0.28 Playroom 0.28 Bedroom 4 0.28 Stair 0.28 Bedroom 2 Master Bedroom Master Bath 0.28 028 0.28 Bedrroom 3 0.28 Width Height Qt. Feet Inch Feet Inch 3 6 Width Height Qt. Feet Inch Feet Inch 1 2 5 16 1 8 6 1 6 6 1 6 1 5 5 1 3 6 1 5 5 1 5 4 6 1 2 4 1 5 1 5 1 8 4 1 5 4 15 Area UA 20.0 4.00 0.0 0.00 Area 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 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 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 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2802 Contact Information Heating System Type: ® AM Other Systems 0 Neat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions'. Design Temperature Instructions (Autwm 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 Single Rafter or Instructions R-49 Ceilings No Vaulted Ceilings in this project. Above Grade Walls (s« Figure 1) Instructions Floors Instructions Below Grade Walls Instructions R-21 Intermediate !-i de Walls Slab Below Grade (s« Figure t) Instructions No Slab Below Grade hi this project. Slab on Grade (s« Figure 1) Instructions Location of Pucts Instructions No Stab on Grade in this project. Unconditioned raj re Design Temperature Difference (AT) 45 A - Indoor (70 degrees). Outdoor Design Temp 2,802 I 8.5 U-Factor X 0.30 U-Factor 0.50 Conditioned Volume 23,817 Area 415 X Area UA 124.50 UA U-Factor X Area • UA 0,026 U-Factor 1,671 X Area U-Factor X Area 0.056 U-Factor X 0.025 Li -Factor X 2,471 Area 1,671 Area 43,45 UA UA 138.38 UA 41.78 UA F-Factor X Length UA F-Factor X LeUA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X e7 Air Leakage Heat Load 11,575 Btu / Hour Volum.X 0.8X07X.018 Building Design Heat Load 27,239 Btu / Hour Ar Leakage n Envelope Heal Loss Building and Duct Heat Load 29,963 Btu / Hour Ducts in uncondNioned space: Sum of &Ming Hest Loss X 1.10 Ducts in conditioned space; Sum of Building Heat 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 348.10 15,664 Btu / Hour (07/01/13) STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Job No. : 11-076 Location: 5421 South 150th Tukwila, Washington Copyright 2019, SEGA Engineers Plan L2-2802-3 September 11, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 06 2019 City of Tukwila BUILDING DIVISION 7:ECEIVED C:"Pi' OF TUKVVIA S2 2 11 2019 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"1 PL (360) 886-1017 Black Diamond, WA 98010 b‘ct 03(10 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 1-joists, 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 lEngineers. 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 (Vult) Kzt 1.00 Exposure Seismic Design Category SOS 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 54 GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2 x 10 @16"oc 2.8 Misc 1.5 LL WALLS Residential Total Deck Load 8.6 psf 6 Ai —484. psf 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 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 MA-STElt- 7) tP Fr IA)z CV-\( tl&PA Zn(e)t a. r)14- ,4K( 1. -zYPY 6)37 6rytr A44 ;Pr ge) 5 t lat7 P cOdt't C6,,t0(-zsiA)'-ttA)(0,Svig)t TSm e_ Z, CL JOB NO. II CHECKED BY DA FIGURED BY G...frfr. pi/ SHEET OF J-C= -7_ 77p</Q3 ki jo-t Cot/RAI-vie', /341-) b !AA ;cops') co? CF1-1.4ht ) 4 spir) ( c-PJr) C-f4rJ __/' (A) (ilt,)(5-copiA Ho P4r- 1 Ai') (> V) (h Sn( Vr. - (4, t, 7, 1)1)41 6-1,0 39e '1114. vt_ ett. ol/Lo v 14 /z iqz, 610 L. v •3°)1, (J,51' /7/411' ,IJ klai Lvc Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DA 41j, SHEET3 OF JOB NO. L7. NI 7. 0Z FIGURED BY Gtkr FLazig_ KITC)4F-p.). Al 0 oiC 1 Lo -I SO JO (.07 519 - A F 7, _s, ©r Ig ( /6.-7v (i(4,3') (io-c:He_ % Ctl 0 "IC L. 3 3 tA.,1 &A-a44-6,1E_ )(507j,c) ?Z.: 1 )4, /) 560 ?e1l-- /4;) H /-10 q•11 'Co6V/Pr)( -3 /Y S 5" 4—z-a e-r /1-64-0 ( 0,ce111054-' 71z-4-^4R5-n- /r _ - o ffi o •-.1•S-Pr J c,-11` (A) C )(449PJP) P`g 911- /h/1"- 6/-1 ( et9e) k s"Ar. 1 Li • 1.6 Copyright 2011, SEGA Engineers SEGA Engineers/ PROJECT /2— 2)60 C-4L. / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 wpoz jje frAl,PiaZ- 3 t__tieteeorso 601_cIL c4) C \ )IA 7(.4W) e-in V 11 tedi- f-14-1 73vb, Govolet) 0,11-(.5,6)1C/3/sT.'- ff-vtiror 1.5o -)14.00iat 0,Vvs)0/9L. az,e111 5 014st 1,1 „J_s1i._ e r- 6/1 W) )(17," IT: 4,9' JOB NO. J I —4/co FIGURED BY CI-11r CHECKED BY DATVOti SHEET OF CA- -C11914' 1114 /4' 0*. 4. Copyright 2013, SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22039DG292od9L (360)886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11'076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS -(A]tem@teAS[]) 8BSk4|C where, F= 1.1 Two -Story Building Sou=1-UO SS= 1.5 Fa= 1D0 R= 0.5 Table 12.14'1 VV= Seismic Weight ForW: W"oofWfloor WIND (30ft) (55ft)(16psf)+ (2) (30ft+ 55M) (4,Uft) (9i5ooO = 33kipo (30ft) (58ft)(14psq+ (2) (30ft+ 58ft) (8.5ft) (Ei5psf) = 39hips Design Base Shear, V= ( .169) (71 kip ) = 12.1 kip E= 12.1Wp = Q]SNp 1.4 D 15ft %Dft 25ft 3Dft 35ft Exposure Figure2@.6-1 N°=1.0O p3o = 17.7 psf 110mph pn-m= ( 1.00 ) ( 1.00 ) (17.7 psD = 17.70pof P20 = ( 1.00) ( 1.00) (17.7pso = 17.70pof P25 = (1.00> (1.00) (17Jpso = 17.70puf p3o = ( 1.00) ( 1.08 ) (17J pso = 17.70pmf P35 = (1.05) (1.00) (17Jpsf) = 18.59pof Section 2G8 (xD,8= 1082pmf) (nO]S= 10.62pmf) (xO.6= 10.62pmf) (xO]S= 10.82omf]l (uO.G= 1115pmf) Design Base Shear: (Wind) Vf/b= (30ft) (10M) (177pmo + (30ft) (5ft) (17Jpof) + (30ft) (5ft) (17.7poo + (30ft) (5ft) (17.7pof) + (30M) (1ft) (18.6 psf) =138x0.6 =8.3 kips V°1,= (W0ft) (10 ft) (17.7psf) + (58ft) (5ft) (17.7psf) Seismic Loads Govern for Lateral Design -FmnVBack 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. (..1) LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = w„ V (Eq. 12.14-12) Foot = ( 32.9 ) (8.6 k) = 4.0 kip ( 71.4 ) For = ( 38.6 ) (8.6 k) = 4.7 kip (71.4) F, 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE /I/ SHEET 7'OF FIGURED BY 0-OF - Olz = Zr 4 rer ?6, e, (LP S� 2.3Xv_ I t q 3t, ' "3, / C S Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 LzM- 78oZ ') - co (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S / k - Gn) Coo,vr s H e z l)/,q-t.c_--z 4,s' 7,-11' - ,SIN 3,04Zidst F )°l(// E FIGURED BY G,4i- DATE ` //(1 SHEET OF Ui-')Z 1 (L (!o) 0 o, 4 'r S' 1 zZ»/z ; 4Z ir"it Siam \'/A-u d- CEO v.'A 12°cR vi " (— J(,-' )(/o4 )J14- /' (o,, fr 3, Z7L �� S ► SN kL�,Z Wk 4 4 '- t hl L tZ v, I IV. 124t v,2_- (Li)6P) (1°, 41►'') } 4-1 r,A I Z ',LV ('Y 1,v-3Go . 6' al t,t )(jot =3177(40 sc')(i01.1_p) (.0(/0, (171)2 3,0/7f/ teor Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. Li - zepo-z_ 11-07(.3, FIGURED BY (360) 886-1017 • Fax (36Q) 886-1016 CHECKED BY DATE t/ o SHEET/ OF Sqe. Alt \44tLcsit-lr.) ) \AA Z7Le /1.= 7= e,.391.1 7 / 0 4c7 47c, foz "24402 7.03 14Ar Copyright 2011, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2002-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) B66-1017 • FAX 686-1016 SkE4R WALL KEY FLAN 11-016 FIGURED BY GAT CHECKED BY DATE 01/05/14 SHEET 10op 10 MAIN FLOOR A 1,244 8Q FT SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) / 112' OSB or CDX 8d @ 6" o,c. 518" @ 60" o.c. Call = 230 plf B? ff '/2' OSB or CDX 8d @ 4" o.c. 5/8" @ 32" o.c, Qall = 350 plf >" > 1/2" OSB or CDX See Detail 8d @ 3" o.c. 121S2.0 for Construction 518" @ 16" o.c. Call = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. Notes: 1) All walls designated " " are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, 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, iI MiTek Re: B1902159 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K6016768 thru K6016785 My license renewal date for the state of Washington is September 28, 2019. April 23,2019 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineers responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED CEC 06 2019 City of Tukwila BUILDING DIVISION -PECEIVE.D CITY lj, 11..;;KWILA Si? 2 4 2019 PER:,11T CENTER nal Job Truss Truss Type Qty Ply Summit View Lot 9 K6016768 61902159 A01 JGABLE 1 1 Job ReferencekJptional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -?-7-1 8-6-0 1-7-11 6-6-0 4x6 2 4x8 11 2.00 112 11-0-0 14-0-0 20-1-15 4-6-0 ' 3-0-0 6-1-15 6 4 7 3x 8 8 9 10 4.55 112 14 12 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:30:53 2019 Page 1 ID:f1DVdnE_YlcwaL30Gt8uqRs7yvar_-hx0JurZAKCEhStZaXFyQiKD21XWRrWSqbz8pEK2NrhO 28-6-0 32-10-1 39-0-0 44-0-0 47-6-0 53-0-0 -7-13 6-4-1 6-4-1 6-1-15 5-' 0-0 5-6-0 17 5x8 = 19 2 21 22 23 24 25 26 27 28 2 ALA " .4."•-•411,111." .4111:11.11. ...... • //41i..41.16.1“. i .11,•• ,I16 1.11“,111. ..... 75 74 73 72 71 70 69 68 66 65 64 63 62 61 60 59 58 57 56 55 54 52 51 50 49 48 47 546 3 8x8 = 67 8x8 4x8 = 8x8 8-1-4 15-9-0 20-1-15 8-1-4 7-7-12 4-4-15 12-8-1 7-0-0 6-4-4 6-9-12 45 44 4342 8x8 = 40 32-10-0 39-10-0 46-2-4 53-0-0 Scale = 1:92.2 4x6 9 9 D 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], [42:0-4-0,0-0-0], [42:0-0-0,0-2-13], [53:0-3-0,0-2-0], [72:0-0-0,0-2-13 , [72:0-4-0,0-0-01 [73:0-1-12 ,0-0-5] 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 0.04 VVB 0.11 Matrix-SH DEFL. in (loc) I/deft Ud 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* 66-72,47-53,53-66: 2x6 DF No.2 OTHERS 2x4 HE No,2 WEDGE Left: 2x4 HF No,2 BRACING - TOP CHORD BOT CHORD WEBS 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, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-213(LC 3) Max Grav All reactions 250 lb or less at joint(s) 72, 42, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=469(LC 19), 40=477(LC 20) FORCES. (Ib) - Max. Comp/Max, Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-329/90, 37-40=-329/90 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-58, 19-59, 18-60, 17-61, 21-57, 22-56, 23-55 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; MINERS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and tight 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, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=lb) 41=213. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. WARNING - Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTel4TO 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 Cdteria, DSB-S9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek" 250 /Dug Circle Corona, CA 92880 Job . Twss Truss Type Q y Ply Summit View Lot K6016769 81902159 A02 SPECIAL TRUSS 5 1 Job Reference (optional) Builders FirstSource (Artington, WA), -1-7-11 6-6-0 1-7-13 6-6-0 6x10 II 2:00 112 Arlington, WA - 98223, 11-0-0 4-6-0 9x18 M1851-16 = 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:30:55 2019 Page 1 ID:fPVdnE_YkwaL3OG18ugRs7yvar_-eKY41WaRsgVOiLjyeg_uollErKzBJFp72HdwJCzNrh_ 14 15-9-0, 20-1-15 26-6-0 32-10-1 39-0-0 44-0-0 47-6-0 53-0-0 -7-14 9-9-0 4-4-15 6-4-1 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 -7-13' 4.55 112 28 20 19 10x16 MT2OHS 5x12 8-1-4 15-9-0 20-1-15 8-1-4 7-7-12 4-4-15 5x8 = 32-10-0 12-8-1 29 18 8x8 = 39-10-0 7-0-0 3x6 355 17 10x16 MT2OHS 46-2-4 6-4-4 5x16 12 2x4 9x18 M18SHS = 53-0-0 6-9-12 Scale = 1:93.0 5x16 Plate Offsets (X,Y)— 2:0-3-3,Edgel, [14:0-3-3,Edge], 8:0-4-0,0-4-8] 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 0.88 BC 0.98 WB 0.82 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.83 18-19 >765 240 Vert(CT) -1.48 18-19 >429 180 Horz(CT) 0.54 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 M18SHS 185/148 Weight: 297 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* 20-21,17-18,18-20: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 4-20: 2x4 DF 2400F 2,0E WEDGE Left: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2395/0-5-8, 14=2395/0-5-8 Max Horz 2=-128(LC 13) Max Uplift 2=-90(LC 4), 14=-90(LC 5) 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=-9599/338, 3-4=-9365/301, 4-6=-4624/137, 6-7=-4090/116, 7-8=-4127/182, 8-9=-4136/183, 9-10=-4127/112, 10-12=-4936/147, 12-13=-9449/213, 13-14=-9629/247 BOT CHORD 2-21=-383/9077, 20-21=-220/6018, 19-20=-88/4250, 18-19=0/3009, 17-18=0/4500, 16-17=-84/6380, 14-16=-178/9067 WEBS 7-19=-416/119, 6-20=-37/550, 9-18=-482/137, 6-19=-803/111, 12-17=-2219/108, 8-19=-125/1453, 8-18=-127/1466, 10-18=-923/126, 10-17=-7/487, 12-16=-36/3670, 4-20=-2209/163, 4-21=-117/3919, 3-21=-273/92 Structural wood sheathing directly applied or 1-11-10 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-21. 1 Row at midpt 12-17, 10-18 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 toads. 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 ANSITTPI 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 lb uplift at joint(s) 2, 14. WARNING - Verify design peremefers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A10-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTekGt 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 verity the applicability of design parameters end 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 fabricsOon, storage, delivery, erection and bracing of trusses end truss systems, see ANSVIRIT Quality Criteria, 0SB-817 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job , Truss Truss Type Qty Ply Summit View Lot K6016770 B1902159 A03 SPECIAL TRUSS 3 1 Job Reference (Ttional) Builders FirstSource ( 4-7-13 6-6-0 6-6-0 ington, WA), Arlington, WA - 98223, 2x4 6x10 tl 2.00 112 8-4-1 11-0-0 -10-11 2-7-15 3x8 5x16 4 9x18 M18SHS = 8-1-4 15-9-0 8-1-4 7-7-12 8 240 s Dec 6 2018 MiTek lixlustries, Inc. Tue Apr 23 11:30:56 2019 Page 1 ID:fPVdnE_YlcwaL30Gt8uoRs7yvar_-6W6SWsb3d7dFJVI9COV7KzrPbk1Q2i3HHxNTqfzNrgz 26-6-0 , 32-10-1 39-0-0 45-4-0 53-0-0 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 20-1-15 9-1-15 4.55 FIT 2x4 II 7 3x6 17 19 18 4x8 10xl6 MT2OHS 5x12 = 26-6-0 10-9-0 5x8 = 2x4 II 9 26 16 5x12 42-4-2 15-10-2 3x6 3x8 10 27 20 15 14 4x4 6x10 2x4 12 53-0-0 10-7-14 Scale = 1:91.9 4x12 13 9 g g Plate Offsets (X,Y)— 2:0-3-3,Edgej, [13:0-6-0 0-1-7] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCD_ 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015TTP12014 CS!. TC 0.88 BC 0.98 WB 0.82 Matrix-MSH DEFL. in (loc) I/deft Vert(LL) -0.74 16-18 >863 Vert(CT) -1.30 16-18 >490 Horz(CT) 0.39 13 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 M18SHS 185/148 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 1800F 1.6E *Except* 1-5: 2x4 DF 2400F 2.0E 2x6 DF No.2 *Except* 2-20,13-15: 2x6 DF 2400F 2.0E 2x4 HF No.2 *Except* 4-19: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2394/0-5-8, 13=2275/Mechanical Max Horz 2=135(LC 6) Max Uplift 2=-90(LC 4), 13=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9595/344, 3-4=-9360/308, 4-6=-4622/137, 6-7=-4088/117, 7-8=-4124/182, 8-9=-4130/163, 9-10=-4122/116, 10-12=-5247/155, 12-13=-5638/189 2-20=-397/9073, 19-20=-230/6015, 18-19=-96/4247, 16-18=0/3007, 14-16=-15/4477, 13-14=-120/5207 7-18=-416/118, 6-19=-37/550, 9-16=468/132, 6-18=-804/111, 10-14=-8/662, 12-14=-511/136, 8-18=-125/1452, 8-16=-126/1461, 10-16=-911/135,4-19=-2208/165, 4-20=-123/3917, 3-20=-273/91 BOT CHORD WEBS Structural wood sheathing directly applied or 1-11-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. 1 Row at midpt 10-16 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; Cal. 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) 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. WARNING Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Mn-7473 rev. 10/0312015 BEFORE USE sign valid for use only with MiTeld0 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 verily the applicalMily 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 pennenent 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 ANSVTPII Quality Criteria, D5B-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek 250 Krug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016771 B1902159 A04 COMMON 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -I1I-7-1 t 1-7-13 7-8-0 7-8-0 26-6-0 6-4-1 Arlington, WA - 98223, 14-0-0 6-4-0 3x8 3x6 20-1-15 6-1-15 4.55 12 2x4 II 6 19 18 24 25 17 16 4x12 = 6x10 = 5x12 = 5x8 = 4x4 = 10-7-14 20-1-15 10-7-14 9-6-1 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:30:57 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ aiggjCchORl6xftlm50MtAOcy8gGnEJQVb60M5zNrgy 32-10-1 39-0-0 45-4-0 53-0-0 6-4-1 i 6-1-15 I 6-4-0 i 7-8-0 I 5x8 = 32-10-1 12-8-1 26 2x4 II 8 15 5x12 = 3x6 3x8 10 2x4.2 27 28 14 13 4x4 = 6x10 = 42-4-2 53-0-0 9-6-1 10-7-14 Scale = 1:90.3 12 o Iv 0 4x12 = Plate Offsets (X,Y)-- 2:0-6-0,0-1-7], 112:0-6-0,0-1-7 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 lncr YES Code IRC2015/TP12014 cSl, TC 0.71 BC 0,88 WB 0.50 Matrix-MSH DEFL. in (loc) Udell Ud Vert(LL) -0.62 15-17 >999 240 Vert(CT) -1.06 15-17 >598 180 Horz(CT) 0.20 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 277 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16,16-18: 2x6 OF No.2 WEBS 1 Row at midpt 5-17, 9-15 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=2391/0-5-8, 12=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift 2=-90(LC 4), 12=-70(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5624/187, 3-5=-5246/152, 5-6=-4116/114, 6-7=-4124/184, 7-8=-4119/183, 8-9=-4110/116, 9-11=-5207/154, 11-12=-5595/188 BOT CHORD 2-19=-238/5209, 17-19=-134/4473, 15-17=0/3000, 13-15=-15/4454, 12-13=-119/5164 WEBS 6-17=-469/132, 8-15=-468/132, 3-19=515/136, 5-19=-6/664, 5-17=-913/133, 7-17=-127/1462, 7-15=-127/1454, 9-15=-896/134, 9-134-7/640, 11-13=-504/135 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) Bearings are assumed to be: Joint 2 HF Stud/Sid 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) 2, 12. April 23,2019 j WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7477 ter, 1Q93/2015 BEFORE USE. Design valid for use only with AN7ek0 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 mevd,ern only. Additional temporary and permanent bracing is 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 ANSVTPII Qualify Criteria, OSB-89 and SCSI Bnllding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek• 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Ply Summit View Lot 9 K6016772 B1902159 A05 COMMON 4 1 Job Reference (optional) Build FirstSource (Arlington, WA), -7-13 7-13 i 4x12 2 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:30:58 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 2vECxYdJ9ItzZpSXJoYbPOwkEY_WWhaZkFsauXzNrgx 27-11-3 20-1-15 21-0-0 25-0-13 28.8A} I 32-0-0 32f10�1 39-0-0 I 45-0-0 f 530-0 6-1-150.10• 4-0-13 1-5315.3 4-0-13 010- 6-1-156-0-0 7-8-0 4.55 12 Arlington, WA - 98223, 3x6 4x8 19 18 32 33 17 166 6x10 = 6x10 = 5x8 4x4 10-7-12 20-3-11 2 10-7-12 l 9-7.14 Plate Offsets (X,Y)-- f20-4-14,0-1-15],112:0-6-0,0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CBI. TC 0.93 BC 1.00 WB 0.50 Matrix -MS 5x8 = 35 15 6x10 = 32 11.13 32-0-0 37.6 5-6-0 018-33 3x6 4x 9 10 36 37 14 13 6x10 4x4 = DEFL. in (too) I/dell L/d Vert(LL) -0.49 15-17 >999 240 Vert(CT) -1.15 15-17 >552 180 Horz(CT) 0.20 12 n/a n/a l 53-0-0 10.7.12 PLATES GRIP MT20 185/148 Scale = 1:90.3 12 0 4x12 = Weight: 290 Ib FT = 20% ( 1¢ 0 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-16: 2x6 DF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No2 REACTIONS. (Ib/size) 2=2516/0-5-8, 12=2397/Mechanical Max Horz 2=136(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 9-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5963/0, 3-5=-5586/0, 5-6=-4505/0, 6-7=-4513/0, 7-8=-4501/0, 8-9=-493/0, 9-11=-5544/0,11-12=-5931/0 BOT CHORD 2-19=0/5528, 17-19=0/4813, 15-17=0/3273, 13-15=0/4790, 12-13=0/5479 WEBS 6-17=-067/133, 8-15=-467/133, 3-19=-516/134, 5-19=-50/621, 5-17=-883/163, 7-17=0/1628, 7-15=0/1610, 9-15=-868/162, 9-13=-8/600, 11-13=-505/134 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) 250.01b AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. April 23,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10103/2015 BEFORE USE Design valid for use only with MiTek4D 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrica5on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlf Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016773 B1902159 A06 GABLE 1 1 Job Reference (optional) Builders FirstSour (Arlington, WA), Arlington, WA - 98223, -I1-7-14 26-6-0 1-7-13 26-6-0 4.55 112 20 5x8 21 22 23 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:01 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ SUvLZaf8SgFYQGA6?x5110YIHI41j8R0QC4EVszNrgu 53-0-0 26-6-0 Scale = 1:89.9 5x12 77 76 75 74 73 72 71 70 69 68 67 66 65 63 62 61 60 59 58 57 56 55 552 51 50 49 48 47 46 45 44 43 42 41 502 64 54 6x10 = 53-0-0 6x10 = 40 53-0-0 Plate Offsets (X,Y) - 2:0-4-12,0-3-0 , 40:0-4-12 0-3-0 , 53 0-1-12 0-0- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.76 BC 0.71 WB 0.11 Matrix-SH 0-2-12 54:0-5-0,0-1 4 164:0-0-0,0-2-121, DEFL. in (loc) 1/deff Vert(LL) -0.00 1 n/r Vert(CT) -0.00 1 n/r Horz(CT) 0.08 59 n/a 0-5-0,0-1-41, [65:0-1-12,0-0-01 Ud 180 120 n/a PLATES MT20 GRIP 185/148 Weight: 407 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 DF 1800F 1.6E 2x6 DF No.2 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Harz 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 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=-6631802, 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=-5652/5571, 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=-6121731, 56-57=-919/1038, 55-56=-1225/1345, 53-55=-1532/1651, 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=-292/4411, 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. 4dr1 illOe teti1eJeolx2 MT20 unless otherwise indicated. WARNING -V fly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. ionna015 BEFORE USE Design valid for use only with MiTekeD 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 verily the applicability of design parameters and properly incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Bullding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 23,2019 Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016773 61902159 A06 GABLE 1 1 Job Reference (optional) Builders First ource (Arlington, WA), Arlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:02 2019 Page 2 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-xgTjmwggDzNP1QIIYecXaE5T09P Sbh9fsgn2lzNrgt 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 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 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MIF7473 rev. 10iO3/2015 BEFORE USE Oesign valid for use only with MTeke 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 10 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 ANSVTPI1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Tnrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016774 B1902159 601 KINGPOST 1 1 Job Reference (optional) Builders First ource (Arlington, WA), Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 1-0-0 11-0-0 H Arlington, WA - 98223, 6-0-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:03 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ Ps15 Gh5 HVGfaKV6M7m6Reh9ZoHB1eJuWZLalzNrgs 19-0-0 0-0-0 3xB = 8-0-0 6-0-0 6-0-0 4,0-1-6],13:0-3-9,Edg 1,[7:0-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc; YES Code IRC2015/TPI2014 4x4 = 12 11 5x8 12-0-0 -0-0 9-6-0 1-0-0 10 19-0-0 7-0-0 CSI. TC 0.54 BC 0.52 WB 0.07 Matrix-MSH DEFL. in (loc) I/deft Ud 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 1851148 Scale = 1:43.3 Weight: 99 Ib FT = 20% 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. 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 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10103/2013 BEFORE USE Design valid for use only with Mil -eke 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 budding 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 ANSYTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kiug Circle Corona, CA 92880 Job B1902159 Truss B02 Truss Type COMMON TRUSS Qty 1 Ply Summit View Lot 9 Job Reference (optional) K6016775 Builders FirstSour Arlington, WA), Arlington, WA - 98223, -1-0-0 I 1-0-0 I 4-11-7 4-11-7 3x6 9-6-0 9-6-0 4-8-9 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:04 2019 Page 1 IDIPVdnE_YkwaL30Gt8uqRs7yvar_43bUBbh4lbd7Hkvhg3e?ffAwMz6ZwSbS6AJu6BzNrgr 14-0-9 19-0-0 • ,20-0-0 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], [6:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Inc YES BCDL 8.0 Code IRC2015/TPI2014 CS!. TC 0.32 BC 0.64 WB 0.21 Matrix-MSH DEFL. in (Ioc) 1/dell Ud Vert(LL) -0.14 8-14 >999 240 Vert(CT) -0.27 8-14 >832 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 ROT CHORD 2x4 HF No.2 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 BRACING - TOP CHORD BOT CHORD 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 8; 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. April 23,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. laysaoi 5 BEFORE USE Design valid for use only with MiTek le 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 or individual truss web andfor chord members onty. Adrational temporary end permanent bracing is always required for stability and lo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPI1 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job 01902159 Truss 803 Truss Type COMMON TRUSS y Ply Summit View Lot 9 Job Reference (optional) K6016776 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 3-0-12 3-0-12 6-0-12 3-0-0 8.00 12 9-6-0 3-5-4 5x8 11 4 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:05 2019 Page 1 IDIPVdnE_YlcwaL30Gt8uqRs7yvar_-LF9sPxiiWul vtUtEnAECsj4IMSffl3bLq2RedzNrgg 12-11-4 15-11-4 -19-0-0 3-5-4 3-0-0 3-0-12 5x8 5x8 3x8 ,4141 2 1 40,41- 6*18 5 3x8 17 18 19 20 21 22 12 11 10 9 8 6x18 M18SH 5x16 11 8x8 12x12 8x8 5x16 11 3-0-12 6-0-12 9-8-0 3-0-12 3-0-0 3-5-4 12-114 3-54 15-114 3-0-0 19-0-0 3-0-12 Scale = 1:40.7 Plate Offsets (X,Y)- [7:0-3-5,Edge], [9:0-3-8,0-5-4], [11:0-3-8,0-54] 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 NO Code IRC2015/TPI2014 CSI. TC 0.37 BC 0.65 WB 0.84 Matrix-MSH DEFL. in (loc) 1/dell Ud Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.07 7 n/a n/a PLATES GRIP MT20 185/148 M18SHS 220/195 Weight: 365 Ib FT 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF No.2 REACTIONS. (lb/size) 1=11610/0-5-8, 7=10835/0-5-8 Max Horz 1=112(LC 24) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17908/0, 2-3=-14782/0, 3-4=-11139/0, 4-5=-11139/0, 5-6=-14982/0, 6-7=-18137/0 BOT CHORD 1-12=0/14901, 11-12=0/14901, 10-11=0/12263, 9-10=0/12431, 8-9=0/15084, 7-6=0/15084 WEBS 4-10=0/11956, 5-10=-4831/0, 5-9=0/5588, 6-9=-3158/0, 6-8=0/3266, 3-10=-4575/322, 3-11=-271/5288, 2-11=-3141/154, 2-12=-101/3226 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-7-0 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. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; 13CDL=4.8psf; h=25ft; Cal. 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 DF 2400F 2.0E crushing capacity of 670 psi. 9) 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, 2256 Ib down and 86 lb up at 7-0-12, 2256 Ib down and 86 Ib up at 9-0-12, 2381 lb down at 11-0-12, 2381 lb down at 13-0-12, and 2381 Ib down at 15-0-12, and 2381 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 April 23,2019 Continued on oaae 2 A, WARNING • Verify design parametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 re, 10/03/2015 BEFORE USE. Design valid for use only with hitiTekila 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 he applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse vrith possiNe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI 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 ply Ply Summit View Lot 9 K6016776 81902159 803 COMMON TRUSS 1 Job Reference (optional) uilaers rg ounce (Arlington, WA), rlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:05 2019 Page 2 ID:fPVdnE YkwaL30Gt8ueRs7yvar_-LF9sPxilWul vtUtEnAECsj4IMSffl3bLg2RedzNrgq LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-2381(F)12=-2259(F)14=-2259(F)17=-2259(F)18=-2256(F)19=-2256(F)20=-2381(F)21=-2381(F)22=-2381(F) WARNING - Veruy design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE AVI.7473 rev. 10/011015 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 ANSUTPI t quality Criteria, DSB-89 and SCSI 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 Summit View Lot 9 K6016777 81902159 C01 COMMON TRUSS 1 1 Job Reference (optional) under Irstsour ngton, Wwl, -1-0-0 1-0-0 ngton, WA - 98223, 8.00 112 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:07 2019 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-HdHcgdkylW?h86eGLBCiHHoRoAFg7sGup8XYjWzNrgo 6-0-0 12-0-0 13-0-0 6-0-0 1 6-0-0 1 1-0-0 4x4 = A 4x6 = i..;•"%igi9i10; !i977!...;591M;4!«ii!i+i�i!i'�i��i�*!i!Oi�'i�i��a�s*a 18 17 16 15 14 13 12 12-0-0 4x6 = 12-0-0 10 11 3 Scale = 1:27.5 Plate Offsets L,Y)-- [2:0-0-0,0-0-4], [10:0-0-0 0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 CSI. DEFL- in (loc) 1/dell Ud Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.00 11 n/r 180 Lumber DOL 1.15 BC 0.23 Verl(CT) -0.00 11 n/r 120 Rep Stress Incr YES WB 0.02 Horz(CT) 0.01 15 n/a nfa Code IRC20151TP12014 Matrix-P 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 4-0-2 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS. All bearings 12-0-0. (Ib) - Max Holz 2=83(LC 26) Max Uplift Alt uplift 100 Ib or less 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 atjoint(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 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) 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. April 23,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mg-7473 rev, 10422015 BEFORE USE Design valid to use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buldig component, not a buss 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 ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek` 250 Krug Cirde Corona, CA 92880 Job 1 Truss Truss Type Qty Ply Summit View Lot 9 K6016778 B1902159 D01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1-0.0 11-00 223, 10-0-0 10-0-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:08 2019 Page 1 ID:fPVdnE_YkwaL30GI6ugRs7yvar_-Igq_1 zkaop7Ym LDSvvjxpVLeDadDsIV21 oH6FyzNrgn 20-0-0 221-0-0 10-0-0 1-0-0 4x4 = 9 Arlington, WA 8.00 112 12 14 15 itE1 •:�++:s:*i+:�:�:�i�idAiti NNt.iii�lit rat-ii:Za!Os!OiiMM w:!i 7::: i :!:!MIM !Ow!:. ti!!i7�:1MAPi!iM:!iiEMMiltta iiIMM1MitriYinfai!t:!iS 3x6 = 30 29 28 27 26 25 24 20-0-0 23 22 21 20 19 18 3x6 = 20-0-0 "la Scale = 1:42.4 Plate Offsets (X,YJ— [2:0-3-9,0-1-8],[16:0-3-9,0-1-8 LOADING (psi) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1,15 TC 0.07 Lumber DOL 1.15 BC 0.02 Rep Stress Incr YES WB 0.09 Code IRC2015(TP12014 Matrix-SH DEFL. in (loc) I/dell Lid 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 purlin 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, 16 Max Gray 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; Cal. 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/Sid 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. WARNSNG - Varify design parameters and READ NOTES ON 7NlS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1 Wr312015 BEFORE USE: Design valid for use only with MiT KO 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 budding 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 busses and tmss systems, see ANSPTP/1 Quality Criteria, D58-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 23,2019 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016779 B1902159 D02 Common 4 1 Job Reference (optional) Builders FirstSou Arlington, WA 1-0-0 11001 3x6 Arlington, WA - 98223, 5-2-7 5-2-7 6-8-0 6-8-0 Plate Offsets (X,Y)-- [2:0-3-9,0-1-81, [6:0-3-9 0-1-81 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 10-0-0 4-9-9 3x4 CS!. TC 0,32 BC 0.37 WB 0.10 Matrix-MSH 8 240 s Oec 6 2018 MiTeti Industries, Inc. Tue Apr 23 11:31:09 2019 Page 1 ID:fPVdnE_YkwaL30Gt&igRs7yvar_ E0ONEJIDZ7FPNVofTcEAMit10_u0bIbBGSOfnOzNrgm 14-9-9 I 20-0-0 �21-0-01 4-9-9 5-2-7 1-0-0 4x6 II 4 3x4 = 0 20-0-0 DEFL. in (Ioc) 1/dell Lid Vert(LL) -0.09 8-9 >999 240 Vert(CT) -0,13 8-9 >999 180 Horz(CT) 0.03 6 n/a n/a 6-8-0 Scale = 1:44.3 3x6 PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/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=-1252/41, 34=-1124/95, 4-5=-1124/95, 5-6=-1252/41 BOT CHORD 2-9=-45/1002, 8-9=0/648, 6-8=0/978 WEBS 4-8=-63/510, 5-8=-333/127, 4-9=-62/510, 3-9=-333/127 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. 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; Cal. 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 at 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. April 23,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 10.V3!2Of5 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 end 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/TPII Quality Criteria, DSB-119 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job r Truss Truss Type Oiy Ply Summit View Lot 9 K6016780 B1902159 JA01 MONOPITCH TRUSS 1 1 Job Reference ioptional) Builders F urce (Arlingt A) Arlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:09 2019 Page 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 IRC2015ITP12014 CSI. TC 0.07 BC 0.03 WB 0.01 Matrix-P 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 I D:IPVdnE_YkwaL30Gt8u gRs7yvar_-E0ON EJIDZ7FPN VofTcEAMitpz_zNbmwBGS0fnOzN rgm 3-11-8 3-11-8 Scale = 1:18.7 1.5x4 II 5 DEFL. in (loc) 1/defl Lid 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% 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=llomph (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) 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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE NII-7473 rev. 1t193/7015 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 applicabildy 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 ahvays 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 ANSUTP11 Quality Crftm4a, DSB-89 and aCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 23,2019 MI MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016781 /31902159 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) Builders FirstS rce (Arlington, WA), LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 Arlington, WA - 98223, ( -1-0-G 1-0-0 3x4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:10 2019 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-iCytSfmrKROG?tNr0KI PuvQyiNHoKDNKV6mCKrzN rgl 3-11-8 3-11-8 Scale = 1:18.7 CSI. TC 0.20 BC 0.14 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl 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 BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/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. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purtins. 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. April 23,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-74T3 rev. 16U312O15 BEFORE USE. Design valid for use only with MiTek®9 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 budding of individual truss web and/or chord members only. Additional temporary and permanent brac}rg is always required tor 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/TPIl quality Criteria, DS8-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI' MTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016782 B1902159 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1 -1-0-0 1-0-0 1 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:10 2019 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_ iCylSImrKROG?fNrOKIPuvQJNJeKDNKV6mCKrzNrgl 1-11-8 1 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 Inch YES Code IRC2015/TP12014 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 purlins, 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. April 23,2019 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MII-7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an indvidual 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 ANSUTPII quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016783 B1902159 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) Builders First ( in on, WA), Arlington, WA - 98223, -1-0-0 1-0-0 2 ) 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:11 2019 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ APW7f7nT5kW7dox 1 al HeR7z9Tnfv3gdUjmVmsHzNrgk 1-11-8 8.00 112 3x4 = 1-8 1-11-8 1-11-8 4 t0 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. DEFL. in (loc) Vdefl Lid TC 0.07 Vert(LL) -0.00 7 >999 240 BC 0.02 Vert(CT) -0.00 7 >999 180 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HE 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 puriins. 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 HE 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. April 23,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10A32015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters sham, 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?PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sutte 312, Alexandria, VA 22314. sea MiTele 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot 9 K6016784 B1902159 J803 MONOPITCH TRUSS 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:11 2019 Page 1 ID:FPVdnE_YkwaL30Gt8ugRs7yvar_ APW7f?rtT5I W7dox1a1HeR7z7Snd13gdUjmVmsHzNrgk -1-0-0 3-11-8 1-0-0 3-11-8 3x4 = 3-11-8 3-11-8 ra 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 IRC2015ITPI2014 CS!. TC 0.20 BC 0.14 WB 0.00 Matrix -MP DEFL. in (hoc) Udell 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. (lb/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. 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, April 23,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 70i©3i7015 BEFORE USE. Design valid for use only with MiTelce connectors. This design is based only upon parameters shown, and is for an indvidual building component, not a truss system. Before use, the bulking designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding 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 labncetion, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPII Quality Criteria, DS6-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. k' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Summit View Lot K6016785 B1902159 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) uilders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Apr 23 11:31:12 2019 Page 1 ID:tPVdnE_YkwaL30Gt8ugRs7yvar-eb4VIKn5s2e_EyWD8lot_KVKDB?4o7fdyQFJOjzNrgj 3-11-8 1-0-0 3-11-8 1.5x4 (( 5 8.00 12 1.5x4 II ��4�-t+��r�0+♦D�f��OO�LD�I�+♦ ��0��OOtt ��i��000�1�J�0� 7 6 3x4 1.5x4 ll 1.5x4 II Scale = 1:18.7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 TCDL 10.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 • Rep Stress Incr YES WB 0.01 BCDL 8.0 Code IRC2015/TPI2014 Matrix-P DEFL. in (loc) I/deft Lid 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 HE No.2 REACTIONS, All bearings 4-0-0. (lb) - 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. (lb) - 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 bads. 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 100111015 BEFORE USE. Design valid for use only with MTekei connectors. This design is based only upon parameters shown, and is for an individual budding 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 ANS477.11 Quality CAterla, DSB-09 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Cade 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 Rally embed teeth. MEM For 4 x 2 orientation, locate plates 0- '16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Industry Standards: ANSI/TPI1: 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. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Numbering System 6.4.8 8 dimensions shown in ft•in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 111 MiTek° MiTek Engineering Reference Sheet: MII.7473 rev. 10/0312015 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or )(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 slack materials on inadequately braced trusses 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 ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall 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 amber 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 speatied. 13. Top chords must be sheathed or purlins provided at sparing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ff no ceiling is installed, unless otherwise noted, 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load venially 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 ANSIITPI 1 Quality Criteria. 30-00-00 cD 0 cc> c> 2-00-00 • 2-00-00 1 02(4 TBE6 13 05(4 z FUR ARE 0 0 - 08 A04(2 AO (3) 16-11i-08 CT, /auIWd Ceilin 2/12 Mich bUi B02 B01 12 603(4) JB02 (5) 1 1 1 1 GARAGE c01 co E AO (5) V ulte Ce ling 2/12 Pitch JAO (5) 6 9 10-00-00 19-00-00 11-00-00 7-00-00 12-00-00 30-00-00 = Truss left end indicator. Blocking List Product Qty 2x4 Vent Block 80 1 1 - 0 0-0 0 HANGER SCHEDULE CARRYING CARRIED QUANTITY HANGER MEMBER MEMBER USE 100X1 1/2" NAILS a SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 09 HUS28 22-16D 8-16D CO 0 CO 0 CN 0 0 C> TO 2-00-00 0 0 0111 Builders FirstSource BUILDER Cary lang const. PROJECT : Summit View Lot 9 - L2-2802-3 car ADDRESS 5530 South 149th Street Tukwila, WA 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DATE 04/2019 DRAWN BY Santiago Aguilar SCALE: B1902159 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These Muses are designed m individual building componen. to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss doign identified on the placement dravdng. The building designer is wsponsible for temporary wd permanent bracing of the roof mid Poor system and for We overall structure. "lite design of the was support structure including headers, beams, walls, and columns is the respowibility of the building designer. For general guidance regarding bracing, consult fBracing of wood Muse,' available from Me Truss Plate Institme, 583 D'Onifiro Drive; Mtuliwn, WI 53179 FILE Geotechnical Engineering Report Residential Development r yz1 ' S 150'" St Tukwila, Washington P/N 8733000095 une 28, 2019 prepared for: REVIEWED FOR CODE COMPLIANCE APPROVED DEC 062019 City of Tukwila BUILDING DIVISION Cary Lang Construction Attention: Cary Lang 29815 24t'' Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1712-T19 RECEIVED SEP 2 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER t\ci o'SO6 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 4 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 8 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 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-I. through. TP-3 A-2..,A-4 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 June 28, 2019 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 5437 S 150th St Tukwila, Washington P/N 8733000095 MGI Project P1712-T19 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed development of your residential parcel 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 a previously developed, rectangular shaped parcel, located in a residential area between Interstate 5 (I-5) and the Duwamish River in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject parcel is situated along the south side of S 150th St, southeast of its intersection with Macadam Rd S. The project area is elongated from east to west, spanning approximately 180 feet along this orientation, and extends upwards of 145 feet from north to south; encompassing a total area of ± 0.60 acres. An existing residence occupies the northeast corner of the project area, with a detached garage occupying the southwest corner of the parcel. Both structures were originally constructed in 1938, and the existing driveway extends between S 150th St and the aforementioned garage. Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have Page 1 of 11 Cary Lang Construction — 5437 S 150h St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 the property being short platted into three developable residential lots, with the parcel being split east/west, and all resultant lots having frontage along S 150th St. Site produced stormwater will be retained onsite if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on une 14, 2019. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP-1 through TP-3), advanced on June 14, 2019; 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 TP-3 West side of driveway, immediately north of northwest corner of garage Central portion of the project area East -central portion of the site, south of the existing residence 8 8 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 -tracked mini excavator 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 Migizi Group, Inc. Page 2 of 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 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 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 through A-4. 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 previously developed, 0.60-acre residential parcel, situated in a moderately populated residential area between 1-5 and the Duwamish Waterway in Tukwila, Washington. The subject parcel is located along the south side of S 150th St, being bound on the east and west by developed residential sites, and on the south by the Tukwila Gardens Apartment Complex. An existing residence occupies the northeast corner of the project area, with a detached garage occupying the southwest corner. Both structures were originally constructed in 1938, and the primary driveway extends between the S 150th St and the aforementioned garage. The remainder of the parcel has been retained as yard space, and in recent years has become overgrown with blackberry bushes, poplar trees, tall grasses and other brush. Topographically, the project area is gently sloped, generally descending towards the west, with a total elevation change of approximately 20 feet being observed over the extent of the parcel. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Our test pit explorations encountered relatively consistent subgrade conditions across the project area, generally consisting of a surface mantle of sod overlying native, glacial till soils. The uppermost 1 to 3 feet of this soil group was highly weathered, moderately consolidated, and comprised of damp, fine silty sand with some gravel. Unweathered glacial till soils consisted of mottled, densely consolidated, gravelly silty sand. Unweathered glacial till soils were encountered through the termination of all of our test pit explorations, a maximum depth of 8 feet. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till soils formed along the ground moraine of glacial ice during localized advancement, generally being described as a coherent mixture of sand, silt, clay and gravel sized clasts. This material is typically encountered in an over -consolidated condition, given that fact that it was overridden by the ice mass shortly after deposition. Migizi Group, Inc. Page 3 of 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 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 (USGS), the project site is mapped as containing Qgt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. 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 8 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor 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 As indicated in the Soil Conditions section of this report, the site is underlain by glacial till soils, which grade to dense at a depth of 2 to 31/2 feet below existing grade and exhibit extensive soil mottling. This soil group is generally considered an impermeable surface by most stormwater design manuals. As such, we do not interpret full or limited infiltration as being feasible for this project. We recommend that site produced stormwater be managed through dispersion or other appropriate means. 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 D, 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 = 1.471 g Sms = 1.471 g Si)s = 0.981 g Si = 0.550 g Smi = 0.825 • SDI = 0.550 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 1.47 g and Sa at a period of 1.0 seconds is 0.55 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, S. at a period of 0.2 seconds is 0.98 g and Sa at a period of 1.0 seconds is 0.55 g. Migizi Group, Inc. Page 4 of 11 Cary Lang Construction — 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-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. Our subsurface exploration did not encounter any extensive seams of saturated, sandy soils, and we do not anticipate that liquefaction will take place on site during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have the property being short platted into three developable residential lots, with the parcel being split east/west, and all resultant lots having frontage along S 150th St. 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: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. In general, adequate bearing subgrades are encountered at relatively shallow depths (approximately 3 feet below existing grade), and standard shallow foundations will sufficiently support the new structures. 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. As with the previous section, subgrade material in the vicinity of the proposed residences appears amenable to soil -supported slab -on -grade floors. Recommendations for slab -on -grade floors are included in Section 4.3. • Infiltration Conditions: As indicated in the Soil Conditions section of this report, the site is underlain by glacial till soils, which grade to dense at a depth of 2 to 31/2 feet below existing grade and exhibit extensive soil mottling. This soil group is generally considered an impermeable surface by most stormwater design manuals. As such, we do not interpret full or limited infiltration as being feasible for this project. We recommend that site produced stormwater be managed through dispersion or other appropriate means. 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 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-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 10 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 densely consolidated glacial till soils. Though this material can be adequately removed using standard excavation equipment, special teeth, or "rippers" may be necessary in order to rapidly remove this material. 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 11/2H:1V and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residences 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 Migizi Group, Inc. Page 6 of 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 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. 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. • Glacial Till Soils: Encountered beneath a surface mantle of sod and topsoil, this material was encountered in all of our test pit explorations through a depth of a least 8 feet. This material type is moderately to severely moisture sensitive, having a relative fines (percent silt and clay) content between 20 and 30 percent, and will be difficult to reuse in wet weather conditions. 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. 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. Migizi Group, Inc. Page 7 of 11 Cary Lang Construction — 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed soils which have been stripped of surficial organic soils or on properly compacted structural fill which bears on undisturbed soils which have been stripped of surficial organic soils. Firm bearing soils will be found at or within 3 feet of the surface, within native glacial till soils. 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. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils or structural fill materials 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 subgrades can be designed for a maximum allowable soil bearing pressure of 2,000 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). 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 in the new residences if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Structural fill subbases do not appear to be needed under soil -supported slab -on - grade floors in the vicinity of the building pads. However, the final decision regarding the need for Migizi Group, Inc. Page 8 of 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 subbases should be based on actual subgrade conditions observed at the time of construction. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). All subgrades should be vigorously surface compacted to a medium dense or denser condition before slab construction begins. Capillary Break and Vapor Barrier: To retard the upward wicking of groundwater beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 6-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. 4.4 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 Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent 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. Migizi Group, Inc. Page 9 of 11 Cary Lang Construction — 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 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 10 of 11 Cary Lang Construction — 5437 S 150h St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-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. Zach L. Logan Senior Staff Geologist James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 11 of 11 TOPO! map printed on 06/25419 from "Untited,tpo" 122°19,000' W 122°18.000 W 122°17,000' W 122°16,000' W 122°15,000' W 122°14,000' W WG584122°13,000' W t i Ill nav' v.9'i rI t r ; f ii Ilia 1 1,I ,.., / ' 'i d \ n« . j. i li Z I �I i / \\ r,1 �n`,,0 � 1� vim— 1`M•M / //pp��1I JJJJ III\ Z 0 li IIIIIiIIII �11 11 ark".� � ,. "' ; 0 al Ng' aa' r� N �, l� I 1► goy ( �" d ■il\ 1� �, u6 ' , / � �� M.1 4, l Hyli sSei. \ip- i `s, \ \— ` I leak „ of � so r x ..._ r: j, :5 - _,i, i_ _, 1 J1 Niiwillo•�, I kivertoa l Irtr 2Ai i '�1 ,.. � • e i r .1,, 4, �/"1'r1 t��F, � it,,,, --11 \ as if .' �,v as i II , � �r; I 11101. 1 , I i � �� `a 1 P Al' �+�f1'R'' okeN, �;, ` p' t �I, o,, � ra agc r.;,.. r N 9 - " rii � � it 11111111111 i �� ij� �� 0 At"'" di 17c.27.000' N 47 M. I NO VA I; \--... I !A 111';, II 7 i .1 l' '134 iii i ak 14. 7 �i ' , , I ' )' . Wig I a HO • ��IPlat 1 a. STn t �� Saulhoamar Maul '� 'y� r :S��E , 1 Pat .,l �' , _ q IIP 1` I1I �+ ;ii i' ��I i 16/ 111 f!i :- °o ,' T i11-�11�, � Irill , 'I a le d26V aII� " ., , ,',, I I ; °28 !)4 s � . w. m„, ,�! ► : a ._• r � i I � n i T\ 122°19.000' W 122°18.000' W \i; 122°17.000' W 122°16.000' 0 W 122°15,000' W 122°14,000' W WGS84122°13.000' W 5 I MIIE 16'1' _ _ ®OIfar 0 _ rf0 p0MEIERS _ — ltapanted iihTOPOI t2003 Saud kg iphk(nnraatioulpopphic omtopo) '4 "` GROUP MIGIZI 1IIIII I Location 5437 S 150th St Tukwila, WA P/N 8'733000095 Job Number P1712-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 06/25/19 t W-E TEST PIT LOCATION TP-1 B NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 5437 S 150th St Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: JRB DRAWN BY: JRB CHECKED BY: JEB DATE: June 25, 2019 JOB NO.P1712-T19 SCALE: NTS FIGURE: 2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS 0_ (.9 cA' co — 0 a 0 .4 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW :$' !•'.1: WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP 3 . ° 4 ) I POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM o 0 404 ) . SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES b OVER 15% FINES nr, . 440 401e: CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW ....*:°: °X.:* WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP . POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM • • .. . • SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC - . • CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY . LIQUID LIMIT LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL —7— 0.... .RGSATNICICI TY CLAYS AND ORGANIC SILTY CLAYS OF LOW i'LA MH , INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH .14 ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt j, , i, , PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value 1>3) 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 a 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 NIIIGIZI filli GROUP Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P1712-T19 TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 5437 S 150th St Geotech Report PROJECT LOCATION 5437 S 150th St, Tukwila,_Washington DATE STARTED 6/14/19 COMPLETED 6/14/19 GROUND ELEVATION GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — EXCAVATION CONTRACTOR Client Provided LOGGED BY ZLL CHECKED BY JEB NOTES AT END OF EXCAVATION — AFTER EXCAVATION -- TEST PIT SIZE Q. z z EC" 0 0 co 0- 0.0 w o_ >- LI Ca El 2 z I' 0 0 < MATERIAL DESCRIPTION 0 cc LU -6/25/1915:01 Forest duff 1.0 SM 2.5 5.0 H/TPLOGS- SM - - 7.5 (SM) Light brown silty sand with gravel (medium dense, damp) (Weathered Glacial Till) 3.0 8.0 (SM) Light brown mottled silty sand with gravel (dense, damp) (Unweathered Glacial Till) 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. 0 >- o_ 0 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lanq Construction PROJECT NUMBER P1712-T19 TEST PIT NUMBER TP-2 PAGE 1 OF 1 Figure A-3 PROJECT NAME 5437 S 150th St Geotech Report PROJECT LOCATION 5437 S 150th St, Tukwila, Washington DATE STARTED 6/14/19 COMPLETED 6/14/19 EXCAVATION CONTRACTOR Client Provided EXCAVATION METHOD Rubber Tracked Mini Excavator LOGGED BY ZLL CHECKED BY JEB NOTES GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION -- AFTER EXCAVATION -- TEST PIT SIZE 6. 7 0.0 1- 0 rio < MATERIAL DESCRIPTION 0 z 0 co z E GOT - 6/25/19 15:01 -CAU BH/TPLOG Forest duff 0.8 SM 2,5 5.0 SM 7.5 3.5 8.0 (SM) Light brown silty sand with some gravel and all roots (medium dense, damp) (Weathered Glacial Till) (SM) Light brown mottled silty sand with gravel (dense, damp) (Unweathered Glacial Till) u_ 0 >- a. 0 0 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. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP-3 PAGE 1 OF 1 Figure A-4 CLIENT Cary Lang Construction PROJECT NAME 5437 S 150th St Geotech Report PROJECT NUMBER P1712-T19 PROJECT LOCATION 5437 S 150th St, Tukwila, Washington DATE STARTED 6/14/19 _ COMPLETED 6/14/19 GROUND ELEVATION EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION -- TEST PIT SIZE H 0.0 raw - ujcfl CL Z 0 -J MATERIAL DESCRIPTION Forest duff 8 2.5 'CZ - Z k - CO cZ 5.0 0 o z a w t. 0 u) 7.5 - 6/25/19 15:01 - C:\USERS\JE L BH / TP LOG 2.0 8.0 (SM) Light brown silty sand with some gravel (medium dense, damp) ( ea hered Glacial Till) (SM) Gray/brown mottled silty sand with gravel (dense, moist) (Unweathered Glacial Till) 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. t►IT COOFID COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0306 DATE: 09/24/2019 PROJECT NAME: STERLING -- LOT 3 SITE ADDRESS: 5421 S 150TH ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued P�vU i �ti� uPiilt Works DEPARTMENTS: Ky 10\4111 km 0)0 t Building Division Fire Prevention Planning Division III Structural C Permit Coordinator la PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: Approved Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: ‘ 0(l �JI "✓ DUE DATE: 10/24/2019 Approved with Conditions r REVIEWER'S INITIALS: DATE: Permit Center Use Only. CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0306 Grantor: CARY LANG CONSTRUCTION, INC.„ a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 150th Street and adjacent to 5421 S. 150th Stree Abbreviated Work Description: Work within the City Right -of -Way; including street paving, driveway access, traffic control, water service, storm drainage, land altering, undergrounding of power, sanitary side sewer, traffic control, 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 day of , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that ci 4 d »1) r(2. /716' L L4,4) 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 Pis) e _s 1 -4) ,: .A1) 7- 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 /.,:2 / 1 2, 4 41 _.$. ..,,,, *A MAkfr °lib S //44/4 4/412..S' flea ,frin 10 + it. .s ....53 At ,02060 291 ° * .Z.-cnibr.7 .s4":11 __ , Notary Public in and for the State of Washington ,/ii, K. /v°, af "4 k I , r_ a OS, 4: 41•;;'094.,.. — ) ,, residing at f /, ic0C.-1L „ I o 0,,, hiiNtAW:e.„,C, z..., gif l' WASVO- 11,,, My appointment expires 2/ —6 9 — -2.2 DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: Henry Hash day of al C( 0.(-(1 , 201, 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. „00141t i i i 1 1 OE A iv , •;;IU''.1,,„ / i / - -7.- 4' 0 TAA 4,), ..- ---- 0 NI ti. I.*, .... .- --: o I" n '•", ..-• 5 - - • . • co ; .1. ...- ...•co3 .0'H±&a Ow '''', 4:'? 9 -21 ' •,,,,,,,,,,„,....` • 4 i % kkkokvos„,\NN Name: NOTARY PUBLIC, PUBLIC, in and for the State of Washington, residing at My commission expires: On Site Storm Maintenance Agreement For King County Parcel: #8733000093 Address: 5421 S 1506 st Tukwila, WA 98168 Owner of 5421 S 150thh St, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 6/12/2020. Subsequent owners shall incur responsibility. Signed: /St1 State of WA County of 1 certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instruinent, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: •Wkw‘‘‘111 iE A won/ Name: 6/0-1 4 Notory Public in and for the State of Residing at: /c-t-ki.v." o-k. , My appointment expires: (Tip,,iy,Y pii-03 cot, 0 Lal;r7g7'841;171'14J7ie's (https://Intwa,qov) Contractors CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFERANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFERANN 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 GENERAL License no. CARYLC11010F Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $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 L81 Effective date 07/23/2019 09/10/2019 Expiration date 09/10/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. 141 Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. _ - EX. FIRE HYDRANT - - - - - - - - EX. WATER MAIN " REMOVE AND RECONSTRUCT S 150�- 7 � TREET W 4" THICK SIDEWALK v / �� // a7 !7 WITH CURB & GUTTER z CONNECT TO EX. 6" SSS Q - EX. 8" SEWER y � W w MAIN - D=5' (FIELD VERIFY) o w W __ 0 N RIM='45.84 CONSTRUCT li" WIDE- W W -f_ W IE=740.65 24"RCP 1,E, t'✓} ss - - s - DRIVEWAY PPA 8 ROH CH - LEGEND NPROPERTY LINE CLEAN OUT FROM WYE PIPE END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% TRENCH & PATCHING - - - - - B.S.B.L y PER CITY OFTUKWILASTD. - - RIGHT OF WAY LINE NOTCHED GRADE BOARD - RIM=149.81 IE=145.44 6"PVC (S) IE=14.3.44 24"RCP (E,W) - RIGHT OF WAY CENTERLINE 15.0'MIN A W - W w w - - - - - - o-�- ss EX. 24" STORM s� ------------------- - - ADJACENT PROPERTY LINE ROOF OVERHANG LINE a" PVC DOWNSPOUT DRAIN LINE j/ FINISH GRADE FouNDAT1oN f � to A J 5.0' MIN DRAIN PROPERTY CORNER G ASPHALT EX. SIDEWALK G- rn �TCH EX. G- G G EX. BURIED ) =! ) �`:I G G- -G- INS TALL 1" WATER METER 4" CONCRETE PAVEMENT D/ - / / 5-BACKFILL % 12"MIN COVERAGE UTILITIES (B CITY OF TUKWILA) / / . PROVIDE / / OF DRAIN. WITH CLEAN 11/2"-3/4" IFRT. C RW GUTTER :) WASHED -ROCK - - -� © °B &onc. a'i EG=142.5Q Q o '12i3 a--► D. a F.C=1 c . e L v ua2: " • °. EG 4 50 o PROPOSED RESIDENCE j / / d / / -- BP° a BP- Be�i'178FA+° °--.,--;Q� - gP . .2)i�ca$1c - - :. - ° , a .:.. ,,OA o <B �° PROPOSED DISPERSION C � FILTER FABRIC 110OXOREQUIVALE ) (MIRAF EQUIVALENT) ROCKERY, �,, ------ & INFILTRATION RATION TRENCH _ - - - N o36 b4 .� - �� CB E . ROCKERY WALL --- '�" o<' - :p e. �, GET- - _ - - d . - RIM=745.19 PTO REMAIN IE=139.22 18"RCP {S) r E=LECTR1CAJL VAULT TO °i RIM- 149.89 -IE=1 5.89 6"PVC SW) (N) PARCEL NUMBER ' IE=136.00 24"RCP (E.W) �YC=5-A H e ADJUST FIMSW .". y'' e" A PH LT 1E=1 5.68 6"PVC AS 8733000093 4" PERFORATED PVC FOOTING DRAIN LINE �... ,GRADE'AS:NEEDED , NO�t�+; REMOVE PORT EX. ROCKER N OF WALL 11S . FG=1�l 10 ' , $ GENERAL NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. & HAI DRAIL INS ALL 14 LF 6" PVC 1. CONTRACTOR SHALL FIELD VERIFY ALL DRAINAGE DETAIL SECTION A -A Tu 20, L4".CONC, PAVEMENT : N SID SEWER @ 2.00oo GRADES PRIOR TO CONSTRUCTION. SCALE: NONE a`9r --J • 2. KEEP DRYWELL 5MIN. FROM PROPERTY & -0 . ; >� 3 13' MIN. FROM HOUSE FOUNDATION. 2'W x 19% x 2'D - Ds - ----------, GARAG 146.20 S 10 PRIVATE GRAVEL STRIP 1 PER DETAIL 2 i .. "• cov'p PORCH GRADE`,BREAK SIDr,SEWER EASEMENT EARTHWORK VOLUME ESTIMATES: LINE 4" PERF. PVC i r . ' -------- UTILITY TRENCH //'� LOCATION CUT(CY) FILL (CY) 'These plans have been reviewed by the Public FOOTING DRAIN ( (DOWER & COMMUNICATION) SITE & FOUNDATION 200 200 Works Department for conformance with current (SLOPE TO DRAIN) i City standards. Acceptance is subject to errors and ,I omissions which do not authorize violations of Y2 " adopted standards or ordinances. The responsibility 68 LF 1 WATER for the adequacy of the design rests totally with the o SERVICE LINE T 0 J E a Z T 0 n i PROPOSED SFR 13' FFE=146"70 I 66 LF 4" SIDE SEWER 4" PVC RO(JF DRAIN @ 2.00% MIN, Know what's below. N (SLOPE TO DRAIN) =� Call before you dig. i 3 4" SSCO HORIZONTAL GRAPHIC SCALE designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date - By: t '- or W ;4 ------------------- ; I 7 LF 4" SOLID IE=142.64 10 5 0 5 10 6� m 1 inch = 10 f{. DRYWELL FILLED WITH PVC FOOTING DRAIN QI 1 0 i I 0 3/4" -1 1/2" WASHED GRAVEL N COLLECTOR @ �.00% tl- I I m A AREA DRAIN I D u� o W DOWNSAOU HOUSE .COtd'D.� (TYP) I---- --- -I I ', PATIO .°� i _ ! m/m� FLOW _I i -- OS '� I REVISIONS ', ROOF OVE ANG �o(o �_ �._--`, Nocr:anaessnailhem.n;eToMescope I--------� SMALL CB OR AREA DRAIN I Of worn witnoui nr,3. ao roval of the 10 LF 6'1 PVC SD 35 LF PVC i200F:DRAIN Tukwila Building Oiv,s on PLAN 4' o EXIST 1 G o SCALE: NONE RIM=144.00 @ 19.00,lo au¢o11c COLL �iTO @ 1.0¢ /o NOTE: Rev�sl6ns will reowre a new pear. I (N)=142.00 submittal and may!nduoe acdqioni elan review IE (S)=141.90 IL. I ! I _ _ OBSERVATION J PORT 2' GRAVEL STRIP HOUSE z o CB OR AREA DRAIN RIM=144.10 CONSTRUCT DRYWELL I I IE (N)='i42.00 SLOPE FOR FOOTING DRAIN d I I IE (W)=141.90 (4'W x 41 x 4'D) d I iy tiT l r f PER DETAIL 3 SEE GENERAL NOTE 2 I CONCRETE _ a I DRIVEWAY 23'!(E6E T4D I I WASHED ROCK 3/4" - 1 Y" L� 1 DRIVEWAY s .-----.-._-_�� , J ~ GRAVEL STRIP DETAIL `2 EG=141.50 -- - -- .- � I 40 LF 6" PVC SD EG=146.00 SCALE: NONE E @ 1.00% ----------------- 16" APPLE FOR MORE SOIL INFORMATION, SEE JUNE 28, 1 N88029571W 60.00` ------------------- 2019 GEOTECHNICAL ENGINEERING REPORT PONSTRUC 4' LONG BASIC ROOF MIGIZI GROUP, INC. o DISPERSION TRENCH PER DETAIL 1 P.O. BOX 98 TACOMA, WA 98448 N t-' I:FNF AI NnTF ' PHONE: 253-537-9400 4" SOLID DIA J FOOTING .IN OvU L ECTOR 1 , _ O_ bg�bp o o � AREA DRAIN OTQ �C, 6" MIN. DIA. PIPEY C 3/4" O -1 1/2" HOC WASHED GRAVEL)�� GEOTEXTILEQGU�� SIDES OF HOLE LINED 'U�O�O OO<5L-Cnn° �n00� MIN. V OR T ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL PROFILE SCALE: NONE FOOTING DRAIN DRYWELL DETAIL 3 SCALE: NONE 6" SOLID PIPE @ 1.0 % MIN. J CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VIEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND STING GROUND SPLASH BLOCK TEE BEND IF NEEDED � - SOLID PIPE FINE MESH SCREEN Z `O ELEVATION VIEW NTS GALVANIZED BOLTS-� t _ 30" _ , REFERENCE SHEET SHEET NO. 2 C2 OF SHEETS M DRAIN O CO 0W� Z(J) 00 < �W 0LO J c.>U® Q -I V ) U 6" RIGID PERFORATED PIPE LAID LEVEL r Z o FILTER FABRIC (TOP & SIDES ONLY) c " X 21 T v SSURE TREATED �� WASHED ROCK 3/4"- 1 1/2" � GRADE BOARD SEPARATE PERMIT „I �- REQUIRED FOR:INA ; c ❑ Mechanical - Electrical ti,)u ❑ Plumbing Piping CHE 0 N Gas 4" X 4' City of Tukwila SUPPORT POST BUILDING DIVISION SECTION A -A - O1 Pq � o o � O NOTES €�ECEI�9ED 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO 9 ,n N ~ PREVENT POINT DISCHARGE AND/OR EROSION. SEP 2 7 2019 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO l FOLLOW CONTOURS OF SITE. TUKWILA 3. SUPPORT POST SPACING AS REQUIRED BY SOIL WORKS FW- o O Z Z Z PUBLIC CONDITIONS TO ENSURE GRADE BOARD REMAINS LEV. _ Ln _ _ _ _ rJ a a o a I-1a"o.c.-I RECEIVEDCn CITY OF TUKWILA 2 SAP 2 4 2019 2" GRADE T PERMIT CENTER 2" BOARD NOTCHES Z N y- } ROOF DRAIN o F o LU op op W Z DISPERSION TRENCH DETAIL CD W o 1 SCALE: NONE o ¢ o U a IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,287 SQ. FT. (INCLUDING OVERHANG) DRIVEWAY & WALKWAY 684 SQ. FT. TOTAL 2,971 SQ. FT. 2,971 / 8,690=0.3419 X 100% = 34.19% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,287 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,287 SQ. FT. 2,287 / 8,690=0.2632 X 100% = 26.32% MAX. BUILDING COVERAGE O L cc UZ R VI D F R :001 E OM LI NC E PRVE DE 0 209 ityy f ila UI DI G IV SI N I G E z 0 0 s 150rH srREEr w z � W � W W -- N W -- W W W W —SS ----'S - -- -- — SS - --- SS —G —G ~m CB G-- G G ASPHALT R1M=145.84 �, >? � 1E=140.65 24"RCP (N,EW) O VERT. CURB W/ GUTTER W Q O a d ELEC191CAL U1 T INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET INSTALL INLET PROTECTION PER DETAIL THIS SHEET F W W G-GVC (S)CP (E W) BP BP BP— _reRA, ,—,—, BP 1 ° , B9Q-- BP .. `GONG. BF Ngg°30'04"W` 60.00' o ROCKERY',Ce RIM=14 -1E=139.22 18"RCP (SE) Em Emp mcm am mm v ; tE=736.00 24"RCP (E. VJ) ----.._ v v v v 1 RI RIM-149.89 lE=i 5.89 6"PVC �(SW) P, tE=7 5.68 6"PVC (N) o o v ASPHALT 0 0 v v v v 0075 CLEARING LIMIT (7,742 SF - 0.17 ACRE) a v - la, � EX. HOUSE 3 , j4 --------- T�,)' BE DEMOLISHED I cy UNDER SEPARATE PERMIT ° v N ry w M o O TTl Z ExISRNG BUILOING 2 ooao TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THI$ SHEET INSTALL TREE PROTECTION FENCE' PER DETAIL THIS SHEET; o ' INSTALI,SILT FENCE PER DETAJL THIS SHEET t' E o, a 16" APPLE N88°2951 VV 60.00' -- --i--------------------+'- o ` N o - ' N a ma PROPERTY LINE — — RIGHT OF WAY LINE — — — — RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE PROPERTY CORNER w• ,TT ,.....T E .. tug"�� ' SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER CATCH BASIN i— GRATE SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10 TOE IN SHEETING MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3A.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA, WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC u 6' MAX. U Z 4" MIN - j POST SPACING MAY BE INCR EASED TO V IF WIRE BACKING IS USED BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE i/�, j/j; CONTRACTOR TO PROTECT MUD FROM BEING O TRACKED ONTO THE PUBLIC ROAD SOP / OVERFLOW SOLID W LLL � VA/� FILTER MEDIA FOR xxy DEWATERING \�� t \//� / VAS POROUS BOTTOM /V� EDGE OF EXISTING `// PAVEMENT NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE i HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 Know what's below. 1 inch = 10 ft. Call before you dig. REFERENCE SHEET SHEET NO. 1 C1 OF 2 SHEETS M v) i- 0 _O�W00 �tY 00 � rn Illllf i Q W O r" -� z c) < r J Q"tl- F- (L Er- <t W U � UNDISTURBED L GROUND 1 � vi:�i IY% 'rn w � '„ CJ C SON r, �rn E .� m O u as t N C N N N V O S Ln (n F LU APPROVED0 N Q z z LU a Q DEC 03 2019 =5 to � N ,:n , = d d d d t;ity of Tukwila PUBLIC Works Ckm o z N 100' MIN. o o o z Z Z Y r W O 0 0 0 d z O i � a INSTALL DRIVEWAY CULVERT /25' MIN. 15' MIN. PROVIDE FULL WIDE v) IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA o PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE z O 4" TO 8" QUARRY SPALLS 2 N iV W NOTES: RECEIVED AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF SED 2 7 2019 THE ROADWAY. TUKWILA IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. PUBLIC WORKS CONSTRUCTION ENTRANCE DETECEIV AIL ; OF TLJKD Uj PER 2016 KCSWDM FIGURE C.3.1.A C6TY OF 1JKWiLt^, SCALE: NONE SEP 2 4 2019 0 PERRMIT CGP T 19 o 0 BUILDING CODE, 2015 INTERNATIONAL SLOG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE OFC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD . 25 PSF (SNCW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WiND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. ii TYPE, V OCCUPANCY GROUP. R-3 G>f2G184D SNOW WIND DESIGN SEISMIC MIGN SUBJECT TO DAMAGE FROM WI4TER DESIGN TEMP. ICE SHIELD ��_ LAST FLOOD HAZARDSHxX AIR FIRSEZW1 MEAN ANAL TEMP SPEED TOFOGRAPHIIC SPECIAL Wilms WINp-50- UEA FROST LINE TEWITE LOAD (MPH) EFFECTS REGION S ZONE CATEGORYDEPNH RECLINED 25 110 DVD2 MOD Isp(� n NO LOCAL 50 50 JURISDICTION 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 (PROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) 8132 GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING: OF M= PSF, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MIN1MLM COMPRESSIVE STRe4G114 MC) AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MODERATE WEATHERING POTENTIAL 5ASF1'ENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR BL455. ( NON-STRUCTURAL) 2800 pal BASEMENT WALLS, FOUNDATION WALLS, D(T£RIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER 30M pat Mt to 1% air entrained) PORCHES, CARPORT SLA55 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR S-AS. 30M pat (5% to 1% air alltralrled) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM Ahl5 GRADE 60. U.N.O. (SEE STRUCTURAL) Eghw== BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'xVxV PLATE WASHERS. WOOD BEARING; ON OR INSTALLED WITHIN P OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WiT14 AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT V-0' OG:. UNA. WITH MIN. I' EMBEDMENT METAL PRAMW2 CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OP PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC R311.1.1, 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. IS' MN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFNN a EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPED 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. MASONRY WALLS SHALL NAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOMD IN ACCORDANCE WITH ONE or THE FOLLOWING: 1. BITUMINOUS COATING. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3.'/a' 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: PAPRGI G OF UNIT MASONRY WALLS IS NOT REQUITED WHERE A MATERIAL 18 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOF£D BY APPLYING ANY ONE OF THE LISTED D,MIPPROO°ING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING T -WA CONDITIONS A KNOWN TO EXIST 2 - IN AREAS WHERE A HIGH WANE TABLE OR OTHER SEVERE SOIL TER COND RE , R406 � RE R EXTERIOR FOUNDATION WALLS THAT RETAN 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 WATEID IN ACCORDANCE WITH ONE OF THE FOLLOWING- 1. 2-PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFNYs- 3. 6-MIL POLYVINYL CHLORIDE. 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. 1. '/O CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING,. 6, 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 PAFRGIt IGS TO SEAL IOF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44S. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE 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 (0D06 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. IN COMBUSTIBLE CONSTRUCTION WHERE THEIRS IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1"0 SQUARE FEET. DRAPTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPINB 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 -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.12.1. FIREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUUGTION, FIREBLOCOKNG 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 STAGG;MP STUDS AS FOLLOWS= T.I. 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 RN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R3021 (Ly' GWB) 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 R1003.1%. 6. FIREBLOCKINCs OF CORNICES OF A TWO-FAMILY DWELLING IS iEQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCIK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IFPJ-- TABLE R60230) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE M0235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R710239 OF GYPSUM CREMATION OF GYP01M M00"Am MAXM11 SPACMG BOARD OR APPLIC:ATIC K BOARD OR SPACM3 OF �ygtty OF PASTEIERB (INCHES) SIM OF NAILS FOR APPLICATION aA2'Iaelw 8C GYPStM PANEL PRODUCTS GYP61M PANEL PRODUCIS TO FETE CMCHEs ocJ TO WOOD PRAMM 3�, CEILMPERPETIDICULAR K 1 12 13 GAGE, 14V4' LON3,19T64' HEAD, MOW* DIA,1-V4' LONG, ANJa.AR- UWLL EITHER DRECTION V. B 16 R GW, OR 4d COMM NAIL, VMV DIA. 1-31W LOW^ IaV WEAD. CEILING ETHER DIRECTION ib 1 t2 B GAGE, I-3AS' LCNG, MA64' HEAD, O~ DL4, I-14' LOL, ANNULAR- RINGED, OR 5d COOLER NAIL, 0,006' DIA. I-&W LONG, B/64' HEAD, CEILM WIAI.N. PERPENDICULAR EITHER DIRECTION 24 24 1 B t2 b 0. ORGYPSiJ; BOAR NAIL, CAMB' DIA, 1-116' LONG, 9A2' HEAD. U14-1. I EITHER DIRECTION 16 B 16 CEILM EITHER DIRECTION 16 1 D 13 GAGE,1-S/e' LONG, "4' HEM, COW' PIA. 1.3/8' LONG, ATA4Y.AR- 1*43EG OR 6d COOLER NAIL 00=' DIA.1-118' LOHY, V4' HEAD, OR i , CEILM PERPENDICULAR 24 1 12 TYPE X AT S/8' C4.G TH I-1W LONG Od COATED NAILS OR EWtVALENT DRYWALL SCREWS. rcAe-E PO4nMICIAAR 24 b B ecREWS SHALL COMPLY wnw SECTION Rt02391 WALL EITHER DIRECTION 24 B 1? 13 GAGE, -916. LOW., ... 64' HEAD, COW DIAL 1.318' LONG, Ad44.AR- WALL EITHER DIiECf1ON Y+ B 16GYPOLM RMGPD, OR 6d COOLER NAIL, 009Y DOA. MW LONE, V4' � OR BOARD NAIL, t64'14EAD. APPLICATION WITH ADHESIVE 3/w CEILM PERPENDICULAR 16 16 16 SATE AS ABOVE FOR:30 4TPSU1 BOAR AND GYPOJI PANEL WALL EITHER DTRSM014 A 16 24 PROCIZM CEILM EITHER DIRECTION ib 16 Is- tR' OR S/B' SAFE AS ABOVE FOR UP AID SAY GYPSUM BOARD AND GYrVJ'I PANFL PRODUCTS RESPECTIVILY. CEILM PERPQDICU AR 24 12 16 WALL EITHER DIRECTION 24 16 24 TWO CEILM PERPENDICULAR Y, 16 16 BASE PLY NAILED AS ABOVE FOR 7�J� GYPew BOAR AND GYMM 9/8 LAYER PANEL PWOPUCT& PAGE FLY MBTdLLEP IU1N ADHESIVE. MALL 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) Sd COMMON (0.131' PIA, 2-1/2' LENGTH), Sd BOX (0J13' DIA, 2-1/2' LONG),10d COMMON (0.148' DIA, 3' LONG)10d BOX (0.128' DIAL, 3' LENGTH) 16d COMMON (0.162' DIA, 3-VI' LONG),16d SINKER (0.148 CIA, 3-1/4' LONG) 5d COOLER'(0.086' PIA, 1-5/8' LONG ), 6d COOLER (OAM' DIA,1-1/8' LON(s) LUMBER GRAPES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WWPA GRADING R1JLE8 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 MNMUM PROPERTIES: JOISTS: 2X4 WOOD TYPE: HP 02 - Fb-850 pat, FV-15 pal, FC-1300 pet, E•1200000pst 2X6 OR LARGER HF 02 - Fb•850 pat, PV.15 pet, FC-1300 pat, E•1200000pat 4X DF-L 02 - Pb-WO psi, Fv-W psi, Fr-1350 pat, E.1600009pet 6X OR LARGER DF-L 02 - Fb•815 pat, Fv85 pet, FC-600 pat, E•1300000pat STUDS 2X4 HP s2 - Fb.850 psi, Fv.15 pet, Fa-1300 psi, E•1200000pat 2X6 OR LARGER I4= 02 - Fb-850 pet, Fv15 pal, FC-1300 psi, E•1200000pst 1�I$ 4X4 W -2 - Fb•e00 pal, Fv-e5 pat, Fe-1350 pat, E-1600000pat 4X6 OR LARGER HP 42 - Fb•e00 pet, Fv-e5 pat, FC-1350 pal, E-1600000PST 6X6 OR LAMER DF-L 01 - Fb•100 pal, Fv-85 pal, FC•415 pal, E-1300009pai 6X6 OR LARGER DF-L V - F12-100 pat, Fv-85 pal, FD•415 psi, E-1300009pei GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WiTH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv - 165 Mi, PC - 650 MI (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 i= EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: No - 2,e00 PSI, Fv • 2e0 PSI, N. . 150 PSI (PERPENDICULAR), E • 2"0"0 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb - 2,600 PSI, Iev - 285 PSI, PC - 150 PSI (PERPENDICULAR), E - 1,e0OOM PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv - 400 PSI, PC - 680 PSI (PERPENDICULAR), E 1"0"0 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. TRJSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING 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. TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' O.C. a PANEL EDGES AND 12' OZ. IN FIELD U.N.O. ON SHEAR TALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/I6 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING: SHALL BE Sd COMMON AT 6' O.C. a 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. 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 PLASHING: 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- 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS M SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS Cr 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 GLITTERS, PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED M ACCORDANCE WITH THE MANLPACTURER'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. 4 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS T44AN.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. EMERIGENCY 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 PT. MINIMUM OPENING: AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MR NET CLEAR OPENING OF 51 SQ FT. EXCEPTION.- GRADE FLOOR OPENINGS SHALL HAVE A MiN. 5.0 SQ. FT. MNIMUM OPENING: HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING; WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT, WHERE A WINDOW IS PROVIDED AS THE EMEiGEENCY 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 IRC SECTION R308A L GLAZINGIN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS M SLIDING, It BIFOLD DOOR ASSEMBLIES PER IRC SECTION R308A.1. 2. GLAZING ADJACENT TO DOORS - PANELS WIT44N 24' OF EITHER SIDE OF THE DOOR M CLOSED POSITION PER IRC SECTION R308,42. 3. GLAZING, IN WINDOWS - THE PANE IS LARGER THAN a Sa FT, THE BOTTOM EDGE IS LESS THAN IS': -ABOVE THE FLOOR, THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 361, MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION R308A3. 4. GLAZING IN GUARDS AND RAILS PER IRO SECTION R308AA. D. 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 SO' MEASURED VERTICALLY ABOVE ANY STANDING; OR WALKING SURFACE PER iRC SECTION R308A5. 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 R308AA. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING; - WHERE THE GLAZING IS LESS THAN 36' A50VE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE 50TTOMM TREAD NOSING: PER iRC SECTION R308.41. FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS R3MA0.1 THROUGH R302.105. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR iETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRASH_ 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: 1. 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 Os 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 S1022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. 13302.102 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 IN ACCORDANCE WITH CAN/ULC S1022. EXCEPTION- CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CANNLC 6102.2, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R3=JV.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 CPR, PARTS 120e 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 SOJA1E CENTIMETER R302.105 TESTING; TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH ASTM E e10. 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 WEATI-ERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR 11 VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS M CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS.- 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRICTION WCHEiE MOISTUR`IE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R1021.1 CLASS III VAPOR RETARDERS CLASS. III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS M TABLE R1021.1 IS MET. R10212 MATERIAL VAPOR RETARDER CLASS, THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANLFACTURER'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 NIL• LATEX OR ENAMEL PANT. R10213 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(U. 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED M TABLE R103Bj4. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402A AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRICTED TO LIMIT AiR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OP SECTIONS R402A.1 THROUGH R402.4A. R402A.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 POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL N 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 DiSCOdNECT 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 WAIL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES: U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAN COEFFICIENT (SHGC) O° FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THEiRE IS MORE THAN ONE VALUE FOR EACH CCAMPONE NT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EPFICiENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED M 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 UNVENTED 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 N 2015 WSEG 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 BE CONSTRICTED TO LIMIT AIR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS oor SECTIONS R402A.1 THROUGH R402A.4. RODENT PROOFING:: 2015 UNIFORM PLUMBING, CODE SEC. 312.12 STRAINER PLATES ON DRAM INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1/2 OF AN INCH M 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 BUiLDMG. 312.122 METAL COLLARS M 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, STRICTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING: STRUCTURE WITH NO OPENING EXCEEDING'/2 OF AN NCH M THE LEAST DIMENSION. WATER HAMMER CPMIO(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE NSTALLED 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 M ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. 1 !Pal.14wa C WSEC 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 R3031 IRC 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 1 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 IRO EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAR�A;ftEV110EW:EPDjSTAIRWAY ILLUMNATION SHALL RECEIVE PRIMARY PPOWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING; A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE LANDING OF THE STAIRWAY. PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE M ACCORDANCE WITH THE FOLLOWING: I DEC 06 1 I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL ISE PERMITTED TO BE CUT OR NOTCHED TO A EPT��Il NOT EXCEEIPM 25% OF ITS WIDTH. STUDS IN NONBEARNC, PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH T T9'4 Of EXCEED 40% OF A SINGLE STUD WIDTH. BUILDING 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER or THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IB NO MORE THAN % INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN TIRE 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 R602b0U AND R6023(2). EXCEPTION- USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTC44ING OF TOP PLATE. PER SEC R602AI WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY M AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTW3, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 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 10d NAILS HAVING A MNIMUM 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 IR602.6.1 EXCEPTION, WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. 3EP 919 7UK A SLIC LVORKS E 11. _= D 2 4 2019 CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalitiesThe purchaser must verify compliance with all local applicable building dea where the home is to be constructed. 3. Purchaser should he- revieued by a lic- ensed builder and struct- ural engineer for comph- e to specific site con- ditions. 4. These plans should not be uttered by other than a qualified designer, hi- teet, or structural engineer. Plan No: L2.2802.3L Date: 2015 217 VENTILATION CALCULATI-ON5 & REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED YEWS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW TIE: RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. PER IRC Will ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIREMY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST TIE ENTRANCE OF RAIN OR SNOUT VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 14s' MIN. 4 li4 MAX OPENINGS. IF SAVE VENTS ARE INSTALLED INSULATION SHALL NOT OSSTIl THE FREE FLOW OF AIR (MR ? SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING Ni TO A PONT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) TIPPER ROOF: (AREA 1) 11211 SQ FT. OF ATTIC AREA1300 • S.51 SQ Ft R ROOF ING Pli BY x 0 OF VENTILATION REQUIRED (M SQ INCHES) [Eil Al ROOF VENTS. (50 t N. PER VENT) UPPER VENTS a 401 Sq. In. (S AF50 VENTS) NOTE- EAYE VENTING PROVIDED BY (4)-2 1 DIAMETER LOWER VENTS - 401 Sq. In 'BIRD HOLES' PER SAVE BLOCK 20 SAVE VENTS x 12' PER BLOCK • 240 Sq. h (4)-2 VS' DIA HOLES • 1416 Sq. h w/O MESH 4 AF50 VENTS x 50' PER VENT • 200 Sq. h NFA w/ MESH • 12' N. In. PER BLOCK LOtUER ROOF -_GARAGE: (AREA 2) 252 SQ FT. GF-ATTIC AREA1300 - 24 SR FT. OF VENTILATION REWIRED (121 Sa INCHES) UPPER VENTS • 61 Sq. In (2 Ali VENTS) LOWER VENTS • 61 Sq. In 6 EAVE YEWS x 12' PER BLOCK • 12 Sq. In. OILIER ROOF -_ GOY' PORGN: (AREA 3) 44 SRQ. FT. OF ATTIC AREAGM • .15 SQ FT. NOTE: UPPER ROOF VENTING PROVIDED BY OF VENTILATION REWIRED (22 ea INCHES) COR-A-VENT ROOP-2-WALL VENT PAVE VENTS • II Sq. h (s5 SQ, N. PER LNEAL IllI SAVE YEWS x 12' PER BLOCK • 12 Sq. In. UPPER VENTS • 11 Sq. MU (CONT, ROOF-2-WALL VENT) "SQ N X 2 LFORLM El Ti SQ N. PER TFAISS BAY 11 Sa N REWIRED/ 11 SR ti 1 BAY 'J'N'L __-,> M1TION fREQUIfRE t.;;; � I v . Aeti s, 'An--n' (I5 EA\/E VETITS) COR-A-VENT CONTINUOUS R00E-2-WALL VENT. PROVIDES S5 Sa N. NET FEE VENTILATION AREEA PER LINEAL FOOT. (CUT V WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP-) PJlalliP�i HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED N A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR N ANY ENCLOSED SPACE WITH ACCESS 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 N A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED N 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 IS' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING 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, TYPE B GAS VENT OR TYPE 5W GAS VENT SHALL BE INSTALLED N ACCORDANCE WUTH THE TERMS OF ITS LISTING, MFR'S INSTALLATION NSTR.ICTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE 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 NOT£S)MAKEUP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRICTION, 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 Sa INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APF'R: MEANS. C _s:.=;_z -. • 100 SQ INCH TRANSFER GRILL PER IRO G243SA (614/0 AS AMENDED BY WASHINGTON STATE Mll GENERAL LOCAL EXHAUST OR WIHOLE-HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. M15012 IRECIWULATION 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 ALAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MIW 13J THROUGH M15W33. M15013.1 SYSTEM DESIGN EACH DWELLM UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M15073.4, MI50135, M15013b OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHIl STANDARD 622. MI50132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. NSTRUCTIONS. OPERATING; INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMSLOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS U40LE•HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -NOISE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIPE 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-GGNSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL ICE AFFIXED TO THE CONTROLS T44ATiREADS'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING. 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. S2 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST PANS, FORCED -AIR SYSTEM FANS, OR SUPPLY PANS WITHOUT ENERGIZING OTHER ENERSY-CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5A THE NTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 5B THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 5.6 5.1 AT T14E TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5,8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT REAPS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M1501321 OPERATNG INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTUIaMS INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M50133 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 ACCOIll WITH TABLE MIS013W). 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 N TABLE M1501330) IS MULTIPLIED BY THE FACTOR DETERMINED IN AC 0RDANNCS WITH TABLE MSM33(21 M15 71law ]]nlnl >=_HOLi VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FOILED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE (REQUIREMENTS O° THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. M150-135.1 INTEGRATED 99-IOLE-HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. NTEGRATED 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 I'll AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE MTUF44 AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORGED -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 MEASURItN<s STATION. MIS01382 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS N THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF Ill MISM353 OUTDOOR AIR INLETS, INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY 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 31sT 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-BURNM 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. MISil 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 N ACCORDANCE WITH TABLE MIS01A. SEC. MI501 M1501.4.1 LOCAL £Xl-lAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 afln AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMAND too oft AT 025 NCHES WATER GAUGE FOR KITCHENS, MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI Sib (APNRIL M115) OR AMCA 210, EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST PAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN t00 cfm AT 0.10 INCHES WATER GAUSS. M1501.442 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. M&MILMM 8n= ,Ili►IR ELM am 10.0matshmL DWELLING NUMBER OF BEDROOMS UNIT FLOOR 0-1 2-3 4-5 6-i >1 ARREA(Sl AIRFLOW IN CFM <I,500 30 45 6@ i5 9@ 1,501-3,000 45 60 15 90 105 3001-4,500 6@ 15 W 105 t20 4,501-6,000 15 W I@5 120 135 6,@@0-i,5@@ W 100 120 135, 150 >1,5@@ 105 120 135 ISO 165 ILrB►it 1'E �,+�1' �Vfi��(fii (AREA TO BE EXHAUSTED I EXHAUST RATES I 100 aft INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET RMS MECHANICAL EXHAUST LAUNDRY ROOMS CAPACITY OF 50 cfm INTERMITTENT INDOOR SWIMMING POOLS 4 SPAS OR 20 cFm C0NttINU0U8 ENERGY CREDIT OPTIONS: (la, 3a, 5a, So - 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R4021.1 WITH THE FOLLOWING MODIFICATIONS- - VERTICAL FENESTRATION U-020 - FLOOR R-35 - 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 R402.1i REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM Al OF e4%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 132% 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 (@5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT I. -ID 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 SING FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (I5 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF @.SI OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 20W kli BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SEGO) ANNUAL PERFORMANCE OF OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 22 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, REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City of Tukwila BUILDING DIVISION RECEIVE® SEP 2 7 2019 TUKWILA PUBLIC WORKS :CEI` :' CITY On TttK4Vi!_;`: SEP 2 4 2019 PEPI I T 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 m t verlfp omphance with all local ing applicable buildcodes where the home is to be constructed. 3. Purchaser should he- plens reviewed bye he - builder and struct- ural engineer for cona ll- aaoe to specific site c n- ditmr s. 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 (AREA TO BE EXHAUSTED I EXHAUST RATES I 100 aft INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET RMS MECHANICAL EXHAUST LAUNDRY ROOMS CAPACITY OF 50 cfm INTERMITTENT INDOOR SWIMMING POOLS 4 SPAS OR 20 cFm C0NttINU0U8 ENERGY CREDIT OPTIONS: (la, 3a, 5a, So - 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R4021.1 WITH THE FOLLOWING MODIFICATIONS- - VERTICAL FENESTRATION U-020 - FLOOR R-35 - 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 R402.1i REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM Al OF e4%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 132% 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 (@5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT I. -ID 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 SING FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (I5 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF @.SI OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 20W kli BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SEGO) ANNUAL PERFORMANCE OF OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 22 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, REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City of Tukwila BUILDING DIVISION RECEIVE® SEP 2 7 2019 TUKWILA PUBLIC WORKS :CEI` :' CITY On TttK4Vi!_;`: SEP 2 4 2019 PEPI I T 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 m t verlfp omphance with all local ing applicable buildcodes where the home is to be constructed. 3. Purchaser should he- plens reviewed bye he - builder and struct- ural engineer for cona ll- aaoe to specific site c n- ditmr s. 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 MASONRY VENEER - GENERAL NOTES PER SEC. R1030 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R10330) AND FIGURE R103.8. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SDC DO 4 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC 02 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 SPACINGS. TIES IN SDC 00, 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/ib' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER AIR SPACE MINIMUM I IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHINGS 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. 12 8 5OU7H LEVA710N 12 5 SIDING PER FLASHING 2X3 BEVELED TRIM FLASHING � ADHERED CULTURED STONE Ell YN� GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING CEDAR SHAKE 5/4xS BARGSE W/ IX3 RAKE TRIM 5/4xb BAND W/ 2XS GAP 5/4x6 WINDOW, POOR 4 CORNER TRIM 0 FRONT 5/4x8 TRIM 5/4x4 CORNER BPS GONT. 6UTTM 6' EXP. HORIZ. 2x6 EXTERIOR WALL 1/I6' PLY OR OSB SHEATHING, TYP. —SIDINGS PER ELEVATIONS OVER VAPOR BARRIER, — PRE -FINISHED CONTINUOUS SHEETMETAL FLASHINGS, TYP. :OM'. ROOT G OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHINGS, TYP. OR RAFTER PER PLAN 12 s WEA BA�IEISOVER SHEATHING OR SUBSTRATE FINISH SIVIN6 65M TRIM FLASHING WITH B" MIN. VERTICAL LB6 HORIZONTAL WOOD TRIP H®RIZ. TRIM AT SHMATHINCO/W000 STUDS N.T.S. 12 to -- �, STONE VENEER (ADHERED) — EA57 ELE X A71 ON 1/4"=1'-O" SEC. RSO52.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP �1 r — i T-Y IF 1 L11 LLLi 11 I __ I I I I' _(_I[] i 1 - ---- -------- - - ----- ---------------------------------- 1...1- . . --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - H � 5 P PER SIDE NTE REQUIRES 57 �N 1/4 *,-oil - LCOPYRIGHT 2010 andmark WSMIealIgn Inc. —_ n_ , n 6RAI7B TO SLOPE AWAY '� Rl�T6 �BER�D FROM FOUNDATION A MIN. 1/Q _I _O OF b" WITHIN THE FIRST 10' HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING \Ok- BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R319.1 REVIEWED FUR CODE COMPLIANCE APPROVED 01 0 6 2019 City of Tukwila BUILDING DIVISION RECEIVED SEP 2 7 2019 TUKWILA PUBLIC WORKS S E C Ef ` C4TY OF TUKWiLA SEP 2 4 2019 ?'ERMIT 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— teck or structural engineer. Plan No: L2-2802-3L Date: S-13-IS 1 13'-0j' - 30'-0' 16'-11j' . I. 3'-9' 9'-34' I. V-5' 8'-1' I. 5/0x4/01XO Sr.. I 8/0x4/0 XOX \ o o EGRESS 12' SO 7D_/ , ® MASTER m 60 6' _ � BEDROOM VAULTED CEILING 0 MASTER a ;n "t BATH VOL EP• GFM - - - - - - - - - - - 110V �p I I iY ®a LIN. I e GLoseT - L---------1 PAIR 0 an 05 50 CrM ( ® 1 BP X 5 IC I� k i � I BEDRooM 2 u�} CLG. '* M.T.O I a rl ll I - b LIN. . 110V - S.D.a I NOSIN Cs � BP - BE ROOM I CST' II 8' cLG.LJ 110V ® Q OP TO BELOW 9 II I -,*,y ltl 5m CAM BATH 8 _ _ T-4' F0_ DN 110V BEDRO0 4 \ ,} "Cs ti VAULTED�� I j��\ P AYROOM> S'CL \1 bh EGRESS «1 2/0x /0 FX a ( E 'a N EGRESS UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LE14GHT 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 MOIRE 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 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. E _ =j a 100 SO INCH TRANSFER GRILL 5/(Ox4/6 XV ' 30'-0' UFFER FLOOR PLAN /4a=I'-Ou USING: EXHAUST FANS: PROVIDE WI-F 4 FRESH AIR INTAKE PER SHEET N-2 -REFER TO SHEET N-2 TABLE 150133(U 4 150133(2) FOR FAN SIZING AND RUN TIMES 5'-10' GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2O15 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. B. 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.PUM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM lm G.PUM 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 S. 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 DWELLING, 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 I°N.,DDI CMI,VIDUAL UNIT. _SMOKE ALARM -CARBON MONOXIDE COMBO. 10, PROVIDE CARBON RV5 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR a OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY O THE BEDROOMS, PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. il. 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 R403-41. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 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 G2415.1, 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 �„\ PIPE SHALL BE PROTECTED BY SHIELD THAT COVER THE WIDTH OF THE PIP AA THE FRAMING MEMBER AND THAT EXTEND 1`LO(ZLESS THAN 4 INCHES TO EACH SIDE O THE ING MEMBER WHERE TH�FRAMING MEMBER T{{¢T THE PIPING PASSES TI-lii}�AUGH IS A BOTTOM PLATE, BOTTOM T CIS TOP PLATE OR TOP TRA 1�HE SHIELD a04(ES S}4ALL COVER THE FRAMIFI V�� IKBER EXTEND NOT LESS THAN 4 INC�E� OVE T_ EOM FRAMING MEMBER AND NOT LESS THAN I "� 'OW THE TOP FRAMING 4 CRAWIV�\,\ACCESSi�4w-rGHES OR DOORS '..ImWEATHETR TRIP AND INSULATED TO \EQU��TT TO THE INSULATION ON THE LE HOUSE VENTILATION 24 HP. TIMER. READILY AECESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) IT DRYER DUCT SPECIFIED LENGTH PER SEC M1502.45.1. THE MAXIMUM LENGTH O THE EXHAUST DUCT SHALL BE 35 FEET00A68mm) 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 M1502.45.I. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS O 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 R402,4U. WHOLE HOUSE VENTILATION: INTEGRATED. - INTEGRATED WITH FURNACE SEE SHEET N-2 . FOR REQUIREMENTS. -REFER TO SHEET N-2 TABLE 150133(U 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 FAR SEC R303"1 IRC INTERIOR STAIRWAYS SHALL t3E 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 LANDW.4. THERE $HALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH 18 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC MOM 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 $TAIRWAY. 10'-0' 20-0' 2'-1. V-2' 11 4'-10' s PATIO ._ 9' CLG METAL NREPL INSTALL E s, ' I PER M=R 6l0x6/10 SGD 6fs. 6/0xi/0 S. ABOVE SPECS. PROVIDE SQ IN OUTSIDE 6' AIR 1 ��o.�, - GREAT OPTIONAL I I yv U. ROOM F/P LOCATOONI 1 j V CLG 1 NOO _ m 1p 9' CLG 10'-1}' j all 2X6 W L u� `\\ %/ ARCH 2X6 WALL -\a �'� _ _\\ - ��\��.�7 �\j I I \ X CA %IDW \ \ I I X Kea V� .�� EATI`' I I 1 I 1PININ6 0 . z I I ROOM i, W/ MICO°Ro IG TGHEN I Q el I a ABOVE 9' CLG c; I I I 2X6 RED I 100 CFM VTOS REFRIG. A I L- - c-G--' --J 2X6 WALL ,n - I 16 R UNDSTAIR FA . IIE GTION 02.1 e \Y v 9' GL s Iz 36'(UALL W/ - - - ;� STUDY I D CAP SA IR I ou X 9'CLG c �dpPtl . ACGE I eo 10'-6' 2,_1. MIN. 36' B m' 6 -"' in --- MIN I8' - 4'" � ' in L I a C +9 RAWL A E 36 6' PAIR cR ' \( e I I A WALL MOUNTED GAS HOT WATER SYSTEM MIN. EN Y (ENERGY FACTOR•0.91) OUTDOOR COMBUSTION AIR SHALL BE PROVIDED PER 14b' MIN. SOLID CORE 0 9 3/4 BATH 9' CLGrM r IRC G2401A. PROVIDE ONE SELF CLOSING DOOR r WOOD)STEEL a - i, VERTICAL PERRMANENT OR 20 MIN. RATED OPENING 7HROUCsH MECH. CHASE. 0 6x6 P.T. POST W/ CCQ CAP \\ a\\ EF. 50 CF 4 CEO BASE N \77\\\ GARAGE 2/0x5 0 SH USE In' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS GO RED AND BEAMS IN I/2' GWB P RGH 0 7h�...-- r' NO DUCT OPENINGS r 9 IN GARAGE. DUCTS THROUGI I CLG OR WALL COMMA TO HOUSE, rg 8/0 x 8/0 O.H. DOOR V-3' R.O. MIN. 26 GAGE STEEL. L ING 7 'EXIT' pOOR i N T TO LOWER HAN , 16/0 x 8/,V OUa. DOOR 16'-3' RA. 1 INCHE FROM T OF in '+ T RESHO D. WIREELREQUIRED AATTANCON METAL WATER SERVICE PIPING PER UPC 604.9 2'-4}' 2'-4}' V-1}' 3'-11' 40'-0' MAIN FLOOR PLAN 0030U 1/4"=1'-O" D ICI MAIN FLOOR: 1244 50. FT. UPPER FLOOR: 1558 90. FT. TOTAL: 2aO2 90. FT. Gf RAISvE: 577 50. FT. FRONT PORCH: 411 50. FT. REAP, GOY'1> DECK: 55 50. FT. COPYRIGHT 9010 Landmark Deeign Inc. ALL R 4M FSSSRvEc RECEIVED "` 2 % 200 TUKWILA PUBLIC WORKS IRECE1VED CITY OF TUKWILA SEP 2 4 2019 PERfv"JIT CENITER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City Of Tukwila BUILDING DIVISION 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. S. Purchaser should have pleas reviewed by a lic- ensed builder and struct- ural engineer for compli- enca to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, a hi- teet, or structural engineer. 1 Plan No: L2-2802-3L Date: 6-6-19 0/ 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 W 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.) - --------------------- — ------- ---11- -------------- ------- - -------- FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the ge? technical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer, Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 2'-S' 4' 0 SCHED. 40 STL. I 4-318'X3' ANCHOR Ek (SIMPSON TITAN HO C < 4' CONCRETE SLAB 6X6 P.T. POST `ken W1 P5 BASS ON 30*x3O'xl2' E 03 C-06 BARS ff.W.N W/ 3 -4%T L J 4' CONC. SLAB es OVER 4' COMPACT SAND AND GRAVEL BASE 0. S'- 5-- 4- 4- 51. 4- 2'J 7 X , /1 4 BARS 1,11, X10 TYF I T C( M/ 4 MTE 04 BARE FTG E 4CH WA-Y r 4- 3j' 2 CONCRETE 1 w/ 3-04 13, EACH WAY 'R� ze fill., GRAWL - 4WL EEM'\11 V41 19 R RIEF X RC 51-I.ICE T C WL L \ y I 9 10 IRE, 2-J, h N 25 ir \611 OLL. 0b, MIN ( Is \\ -N ,_. LAN �, _ MIN S'X 4'- I L 'I , I L �- --;j- f — 01 A ;CE� (a I t:t [ b 4 BLOCA< OUT FOR 14 VEW. IMPACT BARRIER 4- CONC. SLAB &X6 P.T. POST W/ C150 ASE E OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 31 TO DOORS ON 3rP'x3&'x12' CONCRETE rTG. W/4-04 EA WAY 4S'x48'x8' I M I L - __j CONCRETE FTG. Bill w/ 5-04 BARS EACHWAY L -1 0 4 15ARE. 15, D.C. 4- 7,ONC. SLAB 4x4 P.T. POST CONCRETE FTC. W/4-04 EA. WAY OVER SAND A40 4' GRAVEL COMPACT BASE W/ P5 BASE ON 24'x24',12' L3&1A3J&'XS' CONCRETE FTG-L 8/0 x 8/0 OA. 0� :,OR S-f-V R.O. -I 1 971 1 I �j 16/0 x 5/0 O.H. DOOR 16'-3, R.O. 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W1 CONT. FLASHING OR APPROVED MEMBRANE STUB 1*4 BARS INTO CONC. SLAB a 15' O.C. rA-"FOUNDATION AT PATIO NTS 51.6. L 4'-6' 40. COPYRIGHT 2011 Landmark Design Inc. ALL R*W6 REe15R11W *-S' 1. 61-5. tW& a 31irp iA it 1/2' X S'X 5. o 1. TOR Y! 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 4XIO DFL 02 ON 4X4 POSTS (4x6 AT SPLICES) ON 24' DIA x S' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. ro. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH 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 WEATHERSTRIFFED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R400. -FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP Or THE VENT 15 BELOW THE LOWER SURFACE Or THE FLOOR INSULATION. 13. INTERIOR GRADE Or CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL Or WATER. I0.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. It. INDICATES wMimsON, HOLDDOUK 12, QSEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SHT 61.0). IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. -- VENTILATION CRAWL SPACE VENTILATION USE 3' x 3' x 1/4' TOTAL NET FREE AREA REQ'D 1244/150 - 02S SQ. FT. GALVANIZED STEEL SQUARE PLATE PROVIDE SCREENED VENTS FOR VENTILATION WASHERS FOR ALL ANCHOR BOLTS I 13VENT6 REQ-D SEP 2 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TLJKWIL,P SEP 2 4 2010 PEF;1'011 CE',NT29 I REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify .11 dimensions before proceeding with construction. Z This plan was designed to be marketed throughout many municipalities. The purchaser must —ellfgo.j compliance with . applicable building codes where the home is to be constructed. 3, Purchaser should he- plansreie—d by . hu- ensed andstruct- ural engineer for compIt- . i..r specific site e-- 4.4. Th.e plane should not be altered by other than a jualiicddesigner, arobi- at , a truet-1 engineer Plan No: L2-2802-3L Date: 6-6-is ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 409' < NOT MORE THAN 505; 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 WHEN 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 Mr.' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/I6' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R8021. 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 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS HTS20 - BEAM LSTA30 - HDR 4 SILL 6X6 PT POST W/ TO TOP PLATE TO 3x BLOCKING. CCQ GAPE 8/820 2.0 2.0 5112X12GLB 312x11114LVL AEOVE PLATE N_ O -1 LSTA24 - BEAM 0 S AT IT AND RE NSUI.ATE PATIO TO TOP PLATE A 6 W PC CA _-_ 51 x-12 G __ �zx 12 _ B a N^ X® N ( ) 2x BE RI WALL 11 15E4RI4 W LL X N m DBL. JOIS 111kii 20 BI -ARIr. U ALL — \ 0C, ;\ / 1 \\ y—W" -L — HTS 20 BEAM \ hh \ TO TOP PLATE \ / \ V' . w 1 s Q � G O 6xb P.T. POST— W/ ECCQ CAP)Q 4 LCB BASE g SI 2 ) 2 L 21 ..J� It 3 2 3 2 .01 10 ^is 51/4 x 11114 LVL �4 T3 2-0 2 ( ) 2 m rV (5) 2x--- 4_x_12 c+ - — -- -- - CANTILEVER ---- 4x12_ 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY At EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. APPLIANCES IN ATTIC NOTES: PER 2015 IRO M1305.13 ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LAR3EST 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 LARGE 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 MI305.13.1, 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 3% EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYE14ZS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-41B INSULATION UNDER PLATFORM. (I -LAYER OF R-38 HIGH DENSITY (10-1/49 i I -LAYER R-11 (3-1129. n I — • NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER � I FURNACE TO EXTERIOR FOR DRAINAGE, 01 ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4xS DF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS # 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 S02.103 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 AMC VENTILATION PER IRC SEC. R806. ALL FRAMING t0 COMPLY WITH IRC SEC R802. 6. QA REFER t0 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 R8023 I. RAFTERS SHALL BE FRAMED t0 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 5E 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). 1 - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EOUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 401%, BORING 60%. - HOLES NO CLOSER THAN 5/6 INCH TO FACE OF STUD. Y 4.... i- 119 SET' 21 2619 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA SEP 2 4 2019 PER(ullT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City of Tukwila BUILDING DIVISION 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 corn'once with all local applicable building codes where the borne is to be constructed. 3. Purchaser should have pleas re wed by a he - 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, arehi- teak o structural engineer Plan No: L2-2802.3L Date: 6-6-is 5. ® MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. D REFER TO SHEAR WALL SCHEDULE. v STAIR NOTES: GRAILS WILL BE PER iRc R31ti OR SHALL �+NAm N Poor SOLID TIGHT FITTING TRUSS BLOCKING MIN. 6x6 PT POST R IR OR SAFETY tER1RUU.9 PER IRC RSILt92 (SEE DETAIL THIS SHEET FOR EAVE SIR ERB TO BE FIRE BLOCKED AT BOT41 TOP AND BOTTOM ESNIDE 8 A L TT0 E :: �w /„ VENTING) ALL USABLE SPACE "ER STAIRS TO BE 1 HOUR 4' BPo �'U i ON AT 6P Or R HANDUVP PORNON OF HANDRAILS 2xS FASCIA BOARD Sxa i' COPleTR1CT1Ct1 NOT PASS THR 03" aHAt L HAVE CIRCULAR CROSS SECTION EDGES aF1A1.L HAVE \(�j \ i • MN IM RN TO BE 10O 59 T-3/4'. L1. AMIK RMACM OFF. ALL REQUIRED GUARDRAILS t0 36' ) t X ' MN" WAD MbSW TO BE 6'-V. MIN. IN M*W. X X - BARGE BOARD �� MINMIM STAIR WDT44 TO BE 36% OPENNGa FOR REGUIFW GUARDS ON �D ?RISSxb LP® FLAMEBLOCK® FIR£ -RATED PRo�DE caatgal0us RAND RAIL 34' To 39' OFF THE aroEa of STAIR TREADS SHALL NOT 7(6' LP®FLAMEBLOCK®FIRE-RATED ' 055 SHEATH]Ws TREAD NOeW. AND MT EXTID0 BEYOND BOTTOM ALLOW A SF M 4 NCIeS (om) TO PASS TNT IM 2x6 *2 DF STUDS o ib' O.G. OSS SHEATHING WA--,= PYROTITE s/0' =45SLAW SIMArHINS i i OR No' TYPE 'X' GLLS SHEATHING SAD• �� ATTACH STUDS TO TOP t 50T70M PLATE WITH LAMINATE APPLIED t0 ONLY ONE FACE J. OF WOOD PANEL. SHEATHINGS MUST BE s/0' ova \ j \ PRovroE GiJARD RAILS AT LANDNcs, OPEN eIDED WALKM etIFFAOE, STAIRS, RAMPS, Fps, OR BALCONIES ° (3) ibd FRAMING NAILS. WA40RIZONTAL E �p� MHANoc,RP CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED VERTICALLY ; SIDINCs OR TRIM PER PL 4N FeRti HANDRAIL aHALt BE INSTALLED HORIZ AT THE TOP of THE GYPSUM JOINTS BLOCKED t W/PYi�TITE "WER fna• o� aMGAT}11N6 X LESS I MORE Tww 2' N WALL ASSEMBLY AND THE BOTTOM PLAJAT LAMINATE FACING THE OUTSIDE 4 MUST X NO CIR TIO AL Dirt E A SINGLE STUD. INSTALL 2x6 WOOD STUDBE ATTACHED TO THE STUDS W/IYa' bd �� $ g POST DETAIL FOR STRUCTURES HORiZ. AS CROSS -BRACING POSITIONEDCOMMA NAILS SPACED 6' O.C. AROUND �n6 LP rLAN®I.OGIK PER I1SC R310.52d m MADE MID -HEIGHT OF THE WALL. PERIMETER t 12' O.0 IN 7HE FIELD. LESS THAN 5' SPIRAL STAIRS a ff 6' SPHERE tNABLE TO THROUGH OPENMG FROM PROPERTY LINE PROVIDE MN T 1/2' RUN O A PONT 12' s/0' av+a 5v2' THICK NOMINAL 3 PCF DENSITY FROM U4ER2 TREAD Ie NARROWEST STAIRPAW MOW CE141� � �e UNrACED MINERAL FIBER BATT sIDINs W/ IN 36 s PER IRC R31LU01 INSULATION FRICTION FIT BETWEEN THE AF50 ROOF VENTS ts) 2xn aTRnJGERB WOOD STUDS, CROSS -BRACING 4 tiro YiAJ L STUD (50 SQ. IN NET FREE AREA) / ere' TYPE 'X' GWS APPLIED VERTICALLYTOP/BOTTGM PLATES. / Atv N L38 W/ HORIZONTAL JOINTS BLOCKED AND CONt. HANDRAIL 34'-30' / n�TH aTRr>Er�a Af7E4 tNDEi FASTENED W/6d CEMENT COATED fib' ABOVE TREAD NOSW,. / 2x4I RlST � BLOCK STAIRS w�sl® CUP -HEAD DRYWALL NAILS W/m915'WEATHER BARRIER FASTENED OVER THE GABLE ENV F I RPNALL VETA I L �� —SOLID TIGHT FITTING TRUSS BLOCKING PICKETS PER IRK ON OPEN SIDE INTERIOR SHANK DIA. t 114' HEAD DIA. SPACED 8'SHEATHING USING SUFFICIENT FASTENERS LE55 TrM 5' TO THe PROPERTY LINE 1 / O.C. ALONG STUDS 4 PLATES. EXPOSEDTO PREVENT AIR POCKETS IN THE WRAP M) ( ) ( ) i ) ( ) ( � (} { / O1� FASTENER HEADS AND WALLBOARD 1' F'7 RISERS PER PLAN L% JOINTS MUST BE TREATED W/(2) COATS---- 2x8 FASCIA BOARDOF GYPSUM COMPOUND. A MIN. 2' PAPERPLASTIC WALL COVERING: DBL JST OR FIBPR3LASS TAPE MUST BEEXTERIOR I. FIBER CEMENT BOARD 2x STUDS PER PLAN PT• IN FIRST LAYER OF T1-11 SIDING APEMBEDDED TREADSCOUMPOUND OVER WALLBOARD JOINTS.2. 3. WOOD FIBER PANEL 7{�' SHEATHING TO STR HeA'KTR'Ej RS 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING EXTERIOR WALL COVERING AT \ 3-2x12 PT aTRRYaERa PER PLAN 3L'xO36' MIN EXTERIOR DESIGN: (ICC-ES REPORT - ESR-1365) WALL TYPE 43.4 - I HR EXTERIOR WALL ASSEMBLY No SCALE No SCALE HL 35 \ \\ �\ / EAVES t WALL WITHIN 5'-0' OF PROPERTY LINE EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 t TABLE R302.1 PER IRC 302 d TABLE R302.1 ��\. NO SCALE J 'T\Y CAL STAIR DETAIL AND NOTES COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.8.5 PROVIDE DRIP EDGE AT EAVES t GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 21/e' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL: (2)2xb TOP PLATES 2x6 STUDS e ib' O.G. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) = MASTER AIR BARRIER EXTERIOR SIDING PER ELEV. BAtTH R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN i 4' BARS 18. OG. NOOK R-38 INSULATION HIGH DENSITY CRA ViLSPACE ATTIC SPACE MANUF TRUSSES 24'0.C. SEE ROOF FRAMING KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUS-FLR GLUED t NAILED TO (SEE FRAMING PLAN FOR /— SIZE AND SPACING) 6 MIL Vic -QUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. TYR INT. WALL (2) 2x4 TOP R 2x4 SCUD I!2' GWS Ib' O.C. 2x4 SOT. M � UII��I�IC� S�GiI®�l COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED R-45 INSULATION FIRE BLOCK1143 AND DRAFTSTOPPIt3 PER SEC. 302JI t 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS \\ \\ \ \\ \\C OF STUDS OR STAGGERED STUDS, \ \ f AS FOLLOWS: ��IC VENTILATION A VERTICALLY AT THE CEILING 4 FLOOR LEVELS ��\��\ B. HORIZONTALLY AT INTERVALS NOT EXCEEDING rJ AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED 0'-0' �� VENTS SHALL BE IN UPPER PORTION OF VENTILATED 2. AT ALL INTERCONNECTIONS BETWEEN CONGEALED \AAA �\�� ROOF SPACE (NO MORE THAN V BELOW THE RIDGE OR VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE HIGHEST POINT) WITH THE BALANCE OF REQUIRED CEILINGS. VENTILATION PROVIDED BY SAVE VENTING 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP �5� SSTTIAIIRSOSHHAALLL C0MPLYOF TI-E ��WITHNSEC ENCLOSED SPACES UNDER 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AAPPPROVVEDWIRES MATER AL TO ING RESIST TTHOOR EEOFWk PASSAGE H AN OrOF FLAME AND PRODUCTS OF COMBUSTION. BONUS ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SU5-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR F— SIZE AND SPACING) R-50 INSULATION STUDY = CvARA CSM USE 1/2' GW5 ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN I/2' GWB TIGHTLINE — E(?IaNDATION DRAIN: 4' DIA. PERF. PIPE a PEA GRAVEL FILL WRAP W/ FILTER FABRIC STUD NOTCHING AND BORING - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, SORIWs 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED c�" 2 7 2019 TUKWILA PUBLIC WORKS t3EC1 IVF---D C63.e OF TLIKWILf SEP 2 112019 PE€ 1101T CENTER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 06 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalitiesThe 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 He - builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a tgelifled designer, at, or strucural engineer. ' Plan No: L2-2802-3L Date: 6-6-13 mpligra I INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC MTERICR 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,a IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOJR.GE 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 SEP 2 % 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUMVILA SEP 2 4 2019 PERMIT CENTER ELECTRICAL KEY OVERHEAD CAN OUTLET g DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) t LIGHT COMBO SMOKE SQ- CARIBON MONO. DET. u IBA ,BATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS �G GAS OUTLET HOSE BIBS EXT. FAN VTOS -Q} REVIEWED F6-1 CODE COMPLIANCE APPROVED DEC o 6 2019 City of Tukwila BUILDING DIVISION 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 plane viewed by a hc— ensed builder and struct— ural engineer for 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-IS u' r-;; N F,AL STFUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE 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 11, EXPOSURE B, K+ = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D $s = 15 - IBC FIGURE 16133(1) S°e = 1.0, IE = 1.0, R=65 C, = 0.154 INSPECTIONS: ND 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 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-b" 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 Pc = 3AW PSI WITH 55 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER S4 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41i2% il59. BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11V2 ". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN 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=0 PSI) DEFORMED BARS IN ACCORDANCE WITH AM SPECIFICATION A415. 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 BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED N PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES Pie" EXPOSED TO WEATHER OR EARTH 112" (S AND SMALLER) 2" (% AND LARGER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF#2 OR BETTER POSTS DM OR BETTER 2x FRAMING HK OR BETTER ALL 2x 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 EARTH. 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 2304.105. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 URO. 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 (GLB) TO BE IN ACCORDANCE WITH ANSIlAITC STANDARD A190.1, 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 BE 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 112" 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,'300000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO.086'15-R. BEARING LENGTH SHALL NOT BE LESS THAN lie". 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 V-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN V-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d 6 12" O.G. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 46" AND NAIL WITH 16d + 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 (24l16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" O.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 6 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 UND. 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 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 12" RATED SHEATHING (24J16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT b" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.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/CPI 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 SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOUR VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CANED OUT WITHOUT THE WRITTEN PER11SSIOl FROM THE ARCHITECT OR ENGINEER leiZA7�'�R��j��1-1!� MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 12" COX ad a 6" O.C. Sib" is (00" D.C. Qall = 230 PLF D OR 055 12" COX 8d 6 4" O.C. 5/8" 6 32" O.C. Qall = 350 PLF D OR 065 12" CDX ad a 3" O.C. See" g I6" O.G. Qall = 450 PLF OR 055 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS RD SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" p" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.G. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304al, NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 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 T INTO CONCRETE. WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 230832 AND OF HOT -DIPPED ZING -COATED GALVANIZED STEEL N 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 l(od 6 12" O.C. STAGGERED. I I I I I I I I I I I I LSTA36 - HDR 4 SILL LSTA24 - BENT TO 3x 6LOCKWz TO TOP PLATE (TYP.2 PLACES) 0 5b x 1N LYL G 3k x 11,i L._ G MAIN FLOOR A = 1)44 SQ FT A = 511 SQ FT 1 I 11U4 LYL r'%XrG15 xx -_ QI x _-- 4x12 0 1� - BEAM TO ii1 STEPPED FOOTING DETAIL Yid + IS' O.C. SOLE PLATE NAILING. 34' SUBFLCOR (3) 8d JOIST -TO -TOP MSTC40 HOLDOM. ALIGN PLATE UND. MAINTAIN U4T14 EMBEDDED STHD MINI 'END DISTANCE. TYPE 14OLDOUN BELOW SHEAT14M 4 NAILING PER PLAN SPLICE TO OCCUR ON COMMION 2 x 6 STUD • 16, O.C. USE MEMBER OR 51.0 rYs DBL STUD + ENDS OF SHEAR WALLS 4 HOLDOUNS. 2x NAILER AND PT SILL %'OMAX SHEATHING 4 NAILING twig/ ANCHOR BOLT ! 3" x 3' x '/4" MR FLAX MATCH WALL WASHER AT F-0" OG. UND. ABoYEUN. (ALT. MASA + 48' Ofa II ( STND TYPE HOLDOIU4 PER PLAN. 34 BAR + 10' O.C. - HORIZ FINISH GRADE #4L5A2 + IS, ot. - VERT. 6'-0. MAX ta' FNISH GRADE MINI 14 BAR CONTINUM MN " B" (TYP OF 2) i2-"\_ CRIPPLE WALL WITH BACKFILL FOUNDATION SCALE V . F-®' REVIEWED FOR CODE COMPLIANCE APPROVED DEC 06 2019 City of Tukwila BUILDING DIVISION RECEIVED SEE 2 7 2019 TUKWILA PUBLIC WORKS F3ECEIVED CITY OF i UKWILA SEF 2 4 2019 PERNj]1T CENTER COPYRIGHT 2010, SEGA ENCxINEERS LU cli z @ O _ U. q LU U 4 N ten_ iu (j) LLI 8— Ly V 1� C V1 Cali LLI _3 OL Luu V JOB 11-016 112" RATED SHEATHINGS gdeb"O.C. l4" O.C. e SIMa� EXTERIOR SHEATHING PER PLAN OR SCHEDULE lie" RATED SHEATHING w/ NOTE: 8d a 4" O.G. TO FRAMING TRUS$ TO DEVELOP E _ CAPACITY CONNECTOR -1 Ul RATED SHEATHING AFRAMING ANCHOR EACH TRUSS. USE H10A-2 END TRUSS. Sd a 4" D.C. 2x BLOCKING w/ 16d a 8" OC. 2x BLOCKING wl (2) 8d TRUSS PLAN -' Q _" @ (Y — Ou Sd 6" OC. AT DBL TRUSS. GABLE �1 TO STUD EACH END DBL 2x TOP PLATE. (BEAM AT SIM) y2" RATED SHEATHING A35 a 48" D.C. RAFTER OR TRUSS PER PLAN �`5 PER PLAN DBL 2x TOP PLATE. LAP (USE 24" O.C. AT SIMa w/ l2) Sd 70 2x BLOCKING CONNECTOR STRAP 2x VENTED BLOCKING. SPLICE 4'-0" MIN. t NAIL w/ 2x BRACE PER TRUSS SUPPLIER PER PLAN END NAIL TO TRUSS a DBL 2x TOP PLATE. LAP trod a b" O.C. STAGGERED. OR a 48" O.C, SECURE w/ 2x STUD PER PLAN EACH END w/ (2) 8d. „ SPLICE 4'-0 MIN. t NAIL A34 EACH END. NOTE: NOTE: SHEATHING AND NAILING PER w/ Ibd a b" O.C. STAGGERED SHEATHING t hL41LING 1 SEE ARCH FOR FLASHING INSTALL CONNECTOR PRIOR PLAN OR SCHEDULE. SPLICE 2x FRAMNG PER PLAN PER PLAN OR SHEAR 12x FRAMING PER PLAN. REQUIREMENTS. t0 PLACING COMMON TRUSSES 2x STUD (NOT SIM) ti TO OCCUR ON COMMON (BEAM A7 SIM) WALL SCHEDULE. (HEADER e SIM) MEMBER OR BLOCKING p m a W W p TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING GABLE ND ri'� LOWER ROOF FRAMING SHEAR WALL DRAG STRUT CONNECTION Y)NOTE- S2 0 SCALE: I" = I'-0° 5 SCALE: I° . I'-0" S2 0 SCALE: I" = I'-0" 82 0 SCALE: I° = 1'-0" 9 V q SHEATHING t NAILING PER SEE ARCH FOR FLASHING SOLE PLATE NAILING. USE Ibd a ib O.G. MIN. DBL 2x TOP PLATE 6 o PLAN OR SCHEDULE. REQUIREMENTS. Sd a 4" O.C. Sd a 4" O.C. STRAP PER PLAN SOLID RIM JOIST 3 „ 4 SUBFLOOR HDR PER PLAN. (3) Sd JOIST -TO -TOP 2x JOIST PER PLAN 2x BLOCKING w/ A35 w ROOF SHEATHING PER PLAN 2x BLOCKING PLATE UNA. MAINTAIN p W m MIN 1V2" END DISTANCE. 6FO TOP PLATE. SHEATHING t NAILING PER PLAN 3x BLOCKING. EXTEND �' SPLICE TOOCCUR L 1.0„ (2) BAYS (24" MINIMUM) b 9 OAR BCOMMM LOCKING OR TO CORNER cQ 2x STUD 34" SUBFLOOR TRIMMER STUD(S) (TYP) 02 wce TRUSS OR RAFTERI 2x FRAMING PER PLAN SHEATHING t NAILING PER U� PER PLAN (BEAM AT SIM) JOIST PER PLAN PLAN OR SCHEDULE. KING STUD 2x NAILER OR TRUSS 2x DBL TOP PLATE. LAP 2x FRAMING PER PLAN. w116d � S" O.C. N. 4 NAIL (BEAM AT SIM) w%ibld a 6'OG'STAGGERED. 'Y' RATED SHEATHING t NAILING PER SCHEDULE. LSTA STRAP PER ROOF FRAMING e SHEAR WALL rg TYPICAL FLOOR FRAMING CONNECTION 1 FRAMING AT INTERIOR 5HEAR UAALL PLAN (TYP). 82 0 SCALE: I" • 1'-0" 52 0 SCALE: I" . I'-0° $2 0 SCALE: 1" . I'-0° 2x SILL PLATE 112" RATED SHEATHING MSTG HOEDOWN 16d a 8" O.C. SOLE t NAILING PER PLAN. Ibd a 4" O.C. SOLE STRAP PER PLAN PLATE NAILING. Ibd a 8" O.C. SOLE SHEATHING t NAILING PER PLATE NAILING. SHEATHING t NAILING RIM JOIST w/ (3) PLATE NAILING. 4ir 3x BLOCKING Ch PJ PLAN OR SCHEDULE a b" O.C. UNO d e EACH JOIST ®6" O.C.00. PER PLAN OR SCHEDULE Ibx RIM J0157. MSTC HOLDOUN PER PLAN 3/4" SUBFLOOR LUS HANGER BY 3" i4 SUBFLOOR SHEAR WALL FORCE TRANSFER DETAIL 3/4° SUBFLOOR TRUSS SUPPLIER 52 0 SCALE: 1 10 TRUSS PER PLAN. LSTA24 STRAP (FAR SIDE) 1611 TRUSSw/ OR RAFTER JOIST PER PLAN JOIST PER PLAN (USE DBL LUS210-2 e HOLDOUN) TRUSS PER PLAN JOIST PER PLAN 2x TOP PLATE MINIMUM HDR PER PLAN. EXTEND NAIL SHEATHNG TO HDR OVER PANEL TO KING STUD. w/ Sd e 311 O.C. EACH WAY.-- C� (SIM ONLY) LUS HANGER 2x BLOCKING w/ A35 FRAMING ANCHOR TO LUS HANGER BY TRUSS SUPPLIER BEAM PER PLAN. :::::Or FASTEN TOP PLATE TO HEWED FOR I LUS HANGER BODE COMPLIAN BEAM PER PLAN TOP PLATE. MSTC HOLDOUN W/ (2) ROWS Ibd AT 3" APPROVED — � �11 ul BEAM PER PLAN STRAP PER PLAN � H Q (2) 2x stubs (TYPa DEC 06 2019 tiyl g 5HEAR WALL FRAMING AT FLUSH BEAM S o i" P-0" 10 FLOOR FRAMING � CANT. JOIST s2.V SCALE: I" . P-0" II SHEAR WALL ! 2 SCALE, I" . 1.-0° FRAMING AT BEAM SCALE: . 4x BLOCKING a MID LE City of Tukwila 24" IF REQUIRED. BUILDING DIVISIO 2x BLOCKING wl (3) 8d lbd a lb" O.C. SOLE MAXIMUM RECEIVE Sd e 6 O.C. TOE NAIL TO 4x BEAM t 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR PLATE NAILING. 2x STUD PER PLAN. USE DBL 1/2" RATED SHEATHING l24/0 EXP U i- (2) Ed TO JOISTS. SU5FL00R PER PLAN WALLS t HOLDOUTS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 34" SHEATHING „ „ 1 „ ANCHOR BOLT w/ 3 x3 x4 STUD At END OF SHEAR WALLS t HOLDOUNS. SEE SHEAR WALL NAIL w/ (2) ROWS ads 3" O.C. A'fiF' 2? 2019 ; PANEL EDGES. TUKWILA �u JOIST PER PLAN WASHER. SEE SCHEDULE FOR SCHEDULE FOR 3x STUDS. PUBLIC WORK, lid SHEATHING t NAILING PER SHEATHNG t NAILING PER 2x4 w/ (8) lbd AT PLAN. SPLICE TO OCCUR SIZE t SPACING)JSE tie" O A7 b0 O.C. UNA. PLAN OR SCHEDULE (2) 2x PLATE. (NAIL RECEIVED 2x4 GUSSET EA BEAM PLIGE. ON COMMON MEMBER OR BLOCKING. 2x PT SILL 4" SLAB ON GRAPE OVER SH7'G TO EA PLATE-)TFTUKci7 TUKWILM (NOT A METAL CAP) SIDE w/ (5) ibd (ALT. METAL CAP) ;� b" MIN. (NOT a SACx.) 04 AR HORIZ MIN. 6 MIL VAPOR BARRIER FINISH GRADE OR ,) x.:.' TOP OF STEM WALL AEI' 2 q 2039 ELEV. VARIES P F R :; !!r l ri l�!19oe Tf T�✓i<f WA � 4x4 PT POST FINISH GRADE 12" MAX. 1 SLAB ON GRADE 2x P7 SILL sTHD HOLDOTN PER PLAN. 2x Pt SILL w/ ANCHOR BOLT STHDI4 HOLpOWy UNO. (S.0G. a SIM.) (4x6 At SPLICE) ®4 I BAR a 24" O.C. - VER7. OLDOJIN d '. t 3" x 3" x 1/4 WASHER PER STHD4IR (2) t%"O ANCHOR BOLT w/ MIN. MAB ANCHOR 1S PLAN PLAN OR SCHEDULE. USE 1" EMBEDMENT t 3" x 3" x 1/4° (ALT. A34 ANCHOR TWO SIDES) 12 MIN „ 1'-b" MN 4'-0" MAX a 4 BAR CONTINUOUS 4 MIN eBAR GALVANIZE WASHER p iE FOUNDATION PER PLAN. FTG PER PLAN MIN. O "" _ 81 P•4 e�4'OOC VERTICAL _ O eMN. 8 THICK STEM WALL w/ 4 BAR HORIZ TOP t BOTTOM. e .. n FINISH GRADE D 8' +4 BAR CONT. $ (TYR) Lt'-41'n 12 PORTAL FRAME PANEL S2 NOTE 0 SCALE: ��ii / 1 (�/71 5 2> m FLOOR FRAMING AT CRAWL SPACE 14 FOUNDATION AT CRAWL SPACE l5 FOUNDATION AT SLAB ON GRADE b\otCOPYRIGHT s20 SCALE: I" = r-0" S20 SCALE: 11.1'-0° s20 SCALE: I° - I'-0" 2018, SEGA ENGINEERS JOE3 11-(dl6