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Permit D19-0305 - STERLING - LOT 4 - NEW SINGLE FAMILY RESIDENCE
STERLING -LOT 4 5427 S 150TH ST FINALED 08/14/2020 D19-0305 r� Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 8733000094 Permit Number: D19-0305 5427 5 150TH ST STERLING - LOT 4 Issue Date: 1/21/2020 Permit Expires On: 7/19/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: 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 CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 Phone: (206) 423-5055 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2020 CARY LANG 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 UNDERGROUNING, 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: $416,909.59 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $21,982.27 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 K4echpnica|Code Edition: Uniform Plumbing Code Edition: as Code: 05 21 05 21 National Electrical Code: VVACities Electrical Code: VVA[Z96468: Code: ublic Works Activities: Chan ne|izahon/Sthping: [urb[ut/Aoea/3dewa|k: 1 Fire Loop Hydrant: Flood Control Zone: HauUng/OversizeLoad: Land Altering: Volumes: Cut: 40 Fill: 40 Landscape Irrigation: Sanitary Side Sewer: Number l Sewer Main Extension: Storm Drainage: 2 Street Use: 1 Water Main Extension: Water Meter: Yes 07 21 05 Permit Center Authorized 5ignature� ~^' P I"L I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance nfwork. |amauthorized 0osign and obtain this development permi ree to the conditions attached to this permit. Signature: Print ~~ Date: 1112-11-. This permit shall become null and void if the work isnot commenced within l80days for the date ofissuance, nrif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: l: 'BUILDING PERMIT [ONDOOONS*** 3: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 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 a Washington State Professional Engineei-. 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 recnmmendntinns given inthe soils report. Special inspection isrequired. �-` 6: All construction shall bedone inconformance with the Washington 5tateOui|dinQ[odeandd`e Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood toremain in placed concrete shall betreated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector, No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall inthe 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. A minimum distance of 4-inches shall be maintained above the controls with the strapping, B: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (206~431-367O). 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 b 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 VFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City cfTukwila shall not bevalid. The issuance nfupermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS' lO: All mechanical work shall beinspected and approved under aseparate permit issued bythe City ofTukwila Permit Center (ZO6/43l,3670). 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. 20: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. ZI: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. ZZ: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. 33: ~**PLU[NB|NG/GASPIPING PERMIT [OND0ONS*** 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 hemaintained atthe job and available tothe plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: Noportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. 28: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building 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: Call to schedule mandatory pre -construction meeting with the Public Works Inspector, (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. 50t No work under this permit during weekend hours without prior approval by Public Works, Coordinate with the Public Works inspector. 51: Work affecting traffic flows shall beclosely coordinated withthePub|icYVorks|nspectoc Traffic Control Plans shall besubmitted tothe 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 beinaccordance with MUT[Dfor Traffic [nntroi Contractor shall provide certified flagmen for traffic control. Sweep nrotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUuwed). Notify Public Works Inspector before lZi0 Noon onFriday preceding any weekend work. 54: Any material spilled onto any street shall becleaned upimmediately. 55: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto 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 tothe 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 berequired torecalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection, 58: From October I through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise nfl0feet ormore and will beunwmrkedfor greater than IZhours. During this time period, cover o,mulch other disturbed areas, ifthey will heunwo/kedmore than 2days. 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 Geoteshnica|Engineering Report byMigidGroup, |nc,dated June 28.Z019 and subsequent Geotechnico|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 l" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. BackOmwdevice 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 63: Prior to Public Works Final of this permit Owner shall sign w/Notary a Conveyance of Public Improvements. Document ,oherecorded atKing County and recording cost paid hythe Owner/Applicant aspartofthis permit. As part ufthe turnover, Owner shall provide As'Bui|ts & an ACAD [D. Owner shall also provide a two (Z) year maintenance bond inthe amount nf10%xcost ofwork within the Public hght-of-vvay. 64: 0wner/App|icantsha|| contact the local postmaster regarding location nfmai|box(cs) installation. Location ofmai|hux(ed installation shall becoordinate 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, hiorptendon' 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 &TIVI[l4.30.O80. 66: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out tothe City nfTukwila for possible property damages caused byactivites 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as 68: 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. 69: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,297.22. 70; Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-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 to be recorded at King County and recording cost paid by the Owner/Applicant as part of this permit. 72: Prior to Public Works Final Inspection Owner/Applicant shall sign w/Notary a Private Sanitary Sewer Easement and Maintenance Agreement between Lot 3 and Lot 4. Easement to be recorded at King County and recording cost paid by the Owner/Applicant as part of this permit. 73: Tree removal is not approved as part of this permit; a separate tree permit will need to be applied for and issued. 74: Tree removal is not approved as part of this permit; a separate tree permit will need to be applied for and issued. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM �~ �°^�«x ^�� Tukwila ..U~� «vo n K�m^m�Uoa Department mfPublk Works 63UOSouthcenterBoulevard, Sube#1OO Tukwila, Washington 9B188 Phone:2U6'433'U179 Fax:206'431'3665 Web site; http://www.TukwilaWA.gov Parcel No: 8733000094 Applicant: STERLING - LOT 4 WATER METER INFORMATION Permit Number: D19-0305 Issue Date: 1/21/2020 Permit Expires On: 2/8/2021 DESCRIPTION OF WORK: CONSTRUCT 1 NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, POWER UNDERGROUN|NG'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. METER #2 METER #3 Water Meter Size: z^ Water Meter Type: PERM Work Order Number: 21940138 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 onFees: $50.00 $0.00 $lOO Cascade Water Alliance (RCFC): $6,607.00 TOTAL WATER FEES: $7,732.00 CITY OF TURWL„, Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: (For office f e 0 ,ise only) COMBINATION PERMIT APPLICATION NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: la 7- 5 0 PROPERTY ()WAR Name: Address: City: State: Zip: fONTACT PERSON — person receiving all project ommunication /Name: Address: City: State: Zip: Fax:- CctrY Email: Anci01101" Thog—a, GM'? GENERAL CONTRACTOR INFORMATION Company Name: 04 r Lc PIC Address: :2_ City:re- 4 tv State: 1414 Zip: f I Phone: .4(4.3 _5-03-5 Fax: Coe yfikkitc, .:4---_-1 alb -- Exp Date: Tukwila Business License No.: 0 9 VI/ King Co Assessor's Tax No.: fe 7-33 0000 ft( Tk-L'iI 1- ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 E 6._ 4_ Engineer Name: Addressz 2.1g y ‘j c .., , t City: g (.) 1-04 ..7 State: Zip:/0 Phone:34643g6._ A/7_ Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: City: State: Zip: HAApplicationsWorms-Applications On Line12011 ApplicationslCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 4:0 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ •'2c19co() Scope of work (please provide detailed information): .10,b-Y'772.1z Cr NIP 64./ 51'1, 40 F-4 y A -es DETAILED BUILDING INFORAMTION — PROJECT FL OR AREAS PROPOSED SQUARE FOOTAGE Basement 46 I" floor 2nd floor Garage carport 0 Deck —covered 0 uncovered • Freferiflee- p err-4 /7g Total square footage 3 6 2-3 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: Value of mechanical work $ 0 0 fuel type: U electric gas furnace <100k btu appliance vent ventilation fan connected to single duct 1 thermostat ( wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 7 D bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system clothes washer shower water closet gas piping outlets HAApplicationsTorms-Applications On Line2011 Applicationaombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): /1/? Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ...Tukwila 0...Water District #125 0 Highline 0 ...Letter of water availability provided SEWER DISTRICT 0 ..Sewer use certificate 0...Valley View 0 .. Renton 0...Letter of sewer availability provided 0 .. Renton .. Seattle SEPTIC SYSTEM: D On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ...Civil Plans (Maximum Paper Size — 22" X 34") ..• .Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 Easement(s) .. Geotechnical Report 0... Hold Harmless — (SAO) 0 .. Maintenance Agreement(s) 0...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 „Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 0 ...Total Cut Cubic Yards ...Total Fill Cubic Yards 0 ...Sanitary Side Sewer CI ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control 0 .. Work In Flood Zone .. Storm Drainage .. ▪ Abandon Septic Tank 0 _Trench Excavation 0 Curb Cut Ej .. Utility Undergrounding .. • Pavement Cut 0 Backflow Prevention - Fire Protection .. ▪ Looped Fire Line Irrigation Domestic Water Ej ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size . WO # 0 ....Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 >I 0...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFOR Fire line size at property line ...water 0 ...sewer MONTHLY SERVICE BILLING TO: Name: C412-1/ Mailing Address: 7--7 9(5 ATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE number of public fire hydrant(s) 0 ...sewage treatment a/V /1-v-e Day Telephone: 2-aZ $61 kA1/ h..,4- ?eo23 City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip HAApplicationsWorms-Applications On Line\201 1 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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 OWNEPOR AUTHORIZED AGENT: Signature: �''"" Date: f/2 iy�! Print Name: C, ARfi e, rDay Telephone: q7-' ;3 Mailing Address: City Stale Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised; August 2011 bh Page 4 ot4 ) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S1-6 ( /-0--r 4- \ ( 54i S. I .s" c)-1‘ c--t- If you do not provide contractor bids or an engmter's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. PERMIT # - 0.30.5 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water I .500/2...soc) Road/Parking/Access A. Total Improvements o o 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 5. Enter total excavation volume 4o cubic yards Enter total fill volume 4o cubic yards 0 co -7 •S $ I 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 Up to 50 CY Free 51 —100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 ' $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 00,000, PLUS $13.25 for each additional 0,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4-2 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ I7 (6) 7. Pavement Mitigation Fee ( 1-11;) )$ 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 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. (7) $ 23 - (8) QUANTITY IN CUBIC YARDS RATE v 50 or less , $23.50 51 -100 $37.00 101 -1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) (9) 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 Total A through E I 12 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish H. Transportation Mitigation $ i9 ""/ 22-- I. Other Fees $ Total A through I $ -7:713 22- (10) CA/74-A,pe... WATIS-A Lu DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ +4 ‘5 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 './ $6,416 -../ $7,041 --/ 1 $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 01.01.19 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,639.31 D19-0305 Address: 5427 S 150TH ST Apn: 8733000094 $920.00 PUBLIC WORKS $920.00 PAVEMENT MITIGATION R000.344.101.00.00 0.00 $920.00 D20-0137 Address: 13030 56TH AVE S Apn: 2172000280 $719.31 DEVELOPMENT $448.46 PERMIT FEE R000.322.100.00.08 0.00 $391.96 WASHINGTON STATE SURCHARGE B640,237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $25.00 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $25.00 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 TECHNOLOGY FEE $20.85 TECHNOLOGY FEE titifitWOEOWD.BrRECEIPT:R2131:6 R000.322.900.04.00 0.00 $20.85 $1,639.31 Date Paid: Tuesday, August 11, 2020 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26866 Printed: Tuesday, August 11, 2020 12:32 PM 1 of 1 7 "\ '\ DESCRIPTIONS PermitTRAK ACCOUNT 1 QUANTITY PAID $19,193.63 D19-0305 Address: 5427 S 150TH ST Apn: 8733000094 $19,193.63 1 INCH $7,732.00 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 $6,607.00 DEVELOPMENT $4,646.72 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 $4,290.22 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $4,542.00 FIRE R304,345,857.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,570.72 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 $247.19 TECHNOLOGY FEE R000.322.900.04.00 0.00 $247.19 TO Br.11ECEIPT:-R19790 $19,193.63 Date Paid: Tuesday, January 21, 2020 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26616 Printed: Tuesday, January 21, 2020 1:07 PM 1 of 1 YSTEA45 \ RegisterRecejpt 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 Geotechnical Engineering Report Residential Development 7 S 150' St 2---) Tukwila, Washington P/N 8733000095 une 28, 2019 prepared for: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 TUKWILA ?UBLIC WORKS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MCI Project P1712-T19 '4_1,CV/70 SEP 2 7 200 RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER b‘ct- 0305 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-1 through 11.1-3 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 MCI Project P1712-T19 Dear Mr. Lang: Migizi Group, Inc. (MCI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed 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 (1-5) 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 150th 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 June 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 150"' 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 rnost 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 SDS= 0.981 g Si = 0.550 g SMi = 0.825 g Sol = 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, Sa 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 5 150'h 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 150'h 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-tei in 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 150" 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 MCI 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 1501^ 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 06125/19 from "Untitled,tpo" 122°19.000' W 122°18.000' W 122°11,000' W 122°16,000' W 122°15,000' W 122°14.000' W WG584122°13.000' W i'fir- x � 1. i, ; '�,° ,� .. ' l rid ` z 0 , ,4/14ral 2 N , . Y., --., E A 401 I t"1 ��r Non..{1 a �Y '° 11y (i Ill ;1:r j II HI tit ,ke c ' J; ' 6 r t i "�' L ; ��i, 4 1V . l\i Hold , .it I \ elk Sid s A It' , a, ;,^ s Block RI er s' :.,0' . ji.")\ i, ' v .40 i . 1 ;A 4 A ,, , \°'' i In Ail ' , r, " N wpm•ii E ^4, ---I—.�-- / fir, j�l 1 ill : ST �tr II A 0V41/0—,, �!IA , `. 1 4 , 1 illi; k ` i1q . , ,,- — , �gvaar ',.1 i ivertoa �� 1 , t I Iu.. .:.� it , a, ��S ,, \\ I� r 6, /� ���' 1 , , .,, q I l�M1 Q �'� "'T� • py�m; ow err \ ,,,, I lli ?� 1 v;'`�'1 , n . �� ! Plain 0 . 1 , IN ' n twilit:Aso � \4� '� , � r ( r 624 ' NW (. # k , ,I 1 il ii ..,..,,,,,.. 1 ,, t ,..) . ` 'I�l , 4 +�' ill — , i ii .1, ,,,I , , p �� jaI it 1,.li i FM ■r' � Mallteet� 1 � it i 0 '' + ..`; Id Pelk 0 17.z7.000' I 'i'r'J rtp�� •III i I II 16 .,iap' 111 aike. � s, i I( , i Ufa a I Ali a 11126 . e 1, E I 26 _�0I;wL l. x ` 1�' n�tit711111111,6,4! 11 AIM i s-1 gill— ''' II( Tukwila� 7 122°19.000' W 122°18.000' W122°17,000' W 22°11.000' W 122°15,000' W 122°14.000' W WGS84 22'1 .000'2' \LV 0 . I MaE — -- -- 0 IOW RE! 0 5W IOW METERS Maprrwed»h i0P0tt e2043 Satiooil Grograapte (wroationalgmpaphit.mmtopo) MIGIZI iilllli GROUP Location 5437 S 150th St Tukwila, WA P/N 8733000095 Job Number P1712-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 06/25/19 W-E TEST PIT LOCATION TP-1 e 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 JOB NO.P1712-T19 DRAWN BY: JRB SCALE: NTS CHECKED BY: JEB FIGURE: 2 DATE: June 25, 2019 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve CLEAN GRAVELS GW *?$4 .• : WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS MORE THAN HALF WITH LITTLE OR NO FINES GP -D- . • ° , ., oo • . POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN GRAVELS WITH GM o ° SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES GC , . CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES CLEAN SANDS SW . . . . . . 0: :*:* •. .*.° WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP ' POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SM SANDS WITH .SLTY SANDS, POORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC . • - CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS LIQUID LIMIT LESS THANLEAN 50 CL i INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GITRLA.YRAYS, SANDY CLAYS, SILTY CLAYS, 0L ORGANICCLAYS AND ORGANIC SILTY CLAYS OF LOW MHY JH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 40 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH L.,....A...,:,.. ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt , , 1 PEAT AND OTHER HIGHLY ORGANIC SOILS • : Modified California RV R-Value A Split Spoon SA Sieve Analysis • Pushed Shelby Tube SW Swell Test El Auger Cuttings TC Cyclic Triaxial Grab Sample TX Unconsolidated Undrained Triaxial IN 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 V Water Level at Time of Drilling Y PP Pocket Penetrometer Water Level after Drilling(with date measured) ) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 MIGIZI 0 1 GROUp Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 CLIENT Cary Lanq 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 NOTES TEST PIT SIZE CHECKED BY JEB AT END OF EXCAVATION --- AFTER EXCAVATION -- a. 1- 0.1 0. z 0 v; 0 z 0 0 z E.. 0 0 0 1;-.) c,4 w ra- uJ L.L.i 03 2 CL 2 z 0.0 0 c) (91-j MATERIAL DESCRIPTION BH / TP LOGS - SM 2.5 5.0 SM 7.5 si 1, 0 I, . Forest duff 1.0 3.0 8.0 (SM) Light brown silty sand with gravel (medium dense, damp) (Weathered Glacial Till) (SM) Light brown mottled silty sand with gravel (dense, damp) (Unweathered Glacial Til 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-2 PAGE 1 OF 1 Figure A-3 CLIENT Cary Lanq Construction PROJECT NAME 5437 S 150th St Geotech Report PROJECT NUMBER P1712-T19 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 PROJECT LOCATION 5437 S 150th St, Tukwila, Washington GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION -- TEST PIT SIZE AT END OF EXCAVATION -- AFTER EXCAVATION — z z 0 SM SM .5 8.0 MATERIAL DESCRIPTION SM) Light brown silty sand with some gravel and small roots (medium dense, damp) (Weathered Glacial Till) 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. 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, Wanton DATE STARTED 6/14/19 COMPLETED 6/14/19 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION LOGGED BY ZLL NOTES CHECKED BY JEB AT END OF EXCAVATION AFTER EXCAVATION I--. 0- LU 0.0 0.0 w 0 >- _1 2 0_ Z m0 0 MATERIAL DESCRIPTION 2.5 5.0 7.5 SM SM ,"/ \‘- 1„ 1 0.8 2.0 8.0 Forest duff (SM) Light brown silty sand with some gravel (medium dense, damp) (Weathered 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. FIL STRUCTURAL CALCULATIONS FORTHE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Job No. : 12-021 Location: 5427 South 150th Tukwila, Washington Plan L2-2853-3 September 11, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 6 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2019, SEGA Engineers tnot 0305 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood Hoists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 09/07/16 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 SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 02/21/12 Sht 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 Snow, Pr 25 psf (115')/0 Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2 x 12 12" oc 4.4 5/8" GWB 2.8 Misc. 1.5 11.5 psf LL Residential 40 psf Total Floor Load 51.5 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 60 LL Residential psf Total Deck Load WALLS 6e3,6 -4876- psf DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 �tl.t M = C' , 4 s r xi) (S'r- 0'7r- 8 JOB NO. 1 FIGURED BY 4 CHECKED BY DATE7V f2 SHEET Z. OF (1;4s vvr)=1 {i, V"0. r» -io 4- 4, cf4,,s C!-i;(,,, i' Fr- 2—t-Z LS-en /et Pr /1.— (01 JqP?)l/ 4' 7- �' ©, ©f 73 r) (1 ek ) " ''o l kt v' )ei„)z /fad %sY�. 6;1,cs 4--- Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT, / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 M (©F 13rl ( 141)/ ©•S3VI°,)_ t, 4s ( FIGURED BY c"1,4'I CHECKED BY DAT'E/'Lk HEET, OF fries �- = S > (/,4v) C 5' ) V= 1.4" ) 'Co" /if/S. 2 %t !PI 41(! } = •� 403 at 9 4_ CSC 4s. /- Copyright 2012, SEGA Engineers SEGA Engineers / Structural & Civil Consulting En 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 M �Lly Go /0141 -f. 7r2.c0/ ©r? PROJECT JOB NO. / Z -JZ/ FIGURED BY G-1Ar CHECKED BY DATE htr SHEET 4 OF tie ?ur:— $ Oj e x- (14, 5") t -z , �' i . 3 3" flirt" f/)(¢ (©, l rViri 707. 2.' 11 4,3 Z Aqt— rtst Of . Vic r Copyright 2012, SEGA Engineers SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht. LATERAL LOADS (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building SE's = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Eq. 12.14-11 (Table 11.4-1, S, > 1.25) W,00f= ( 28 ft) ( 44 ft) (16 psf) ( 2 ) ( 28 ft+ 44 ft) ( 4.0 ft) ( 9.5 psf) = 25 kips Wnoor = 28 ft) (50ft) (14 Psf) ( 2 ) ( 28 ft+ 50 ft) 8.5 ft ) ( 9.5 psf) = 32 kips Design Base Shear , V = ( .169 ) (57 kip) 9.7 kip E = 9.7 kip = 6.9 kip 1.4 W total = 57 kips. WIND Design Wind Pressure, I), = ict pao Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0 - 15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kzt = 1.00 = 17.7 psf 110 mph P0 .15 = ( 1.00 ) ( 1 .00 ) (17.7 psf) = 17.70 psf P20 = (1.00) 1 .00 ) (17.7 psf) 17.70 psf P25 = ( 1.00 ) (1.00) (17.7 psf) 17.70 psf P30 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf P35= ( 1.05 ) (1.00) (17.7 psf) 18.59 psf Section 26.8 Figure 28.6-1 (ASD) ( x 0.6 = 10.62psf) ( x 0.6 = 10.62psf) ( x 0.6 = 10.62psf) ( x 0.6 = 10.62psf) (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfm = ( 30 ft ) ( 10 ft ) (17.7psf) + ( 30 ft ) ( 5 ft ) (17.7psf) + 30 ft ) ( 5 ft ) (17.7psf) ( 30 ft) ( 5ft ) (17.7psf) + (30 ft)(1 ft ) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, V,,, = ( 57 ft ) ( 10 ft) (17.7psf) + ( 52 ft ) ( 5 ft ) (17.7psf) + ( 45 ft ) ( 5 ft ) (17.7psf) + ( 17ft) (5ft) (17.7psf) + (5 ft)(1 ft ) (18.6 psf) =20.3 x 0.6 = 12.2 kips Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 V140, v1 30, Pam' Vp 04,114 (- �,\ (►0 )(,/©, ' `) p 414t/z•s' z, rtzavz.-, tip, T.-- d, !Z� GL JOB NO. 1 Z .-024 FIGURED BY CHECKED BY DATEZI/`Z SHEET"1)OF Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 (cc,#vr ) 497 "'� tip-- 3) )7371' f (J t,d )(io, 4 3S73s z Sd.c v Li V�� q (. -z_31'/(4 - z 41)7 Lz— JOB NO. LI FIGURED BY CHECKED BY DATE 'tV SHEET? OF Anp(40)c041 y Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 A-SH011k- l 14 Ca As'4- b s ' = 3 4144 L.Z. — JOB NO. Z — Z FIGURED BY 6A r CHECKED BY DA SHEET W OF pL' 7,A0 ruf /0 S` • Copyright 2012, SEGA Engineers SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2" OSB or 8d @ 6" o.c. 5/8" @ 60" O.C. Qall . 230 plf CDX [> 1/2" OSB or 8d @ 4" o.c. 51; @ 32" o.c. Call . 350 plf CDX 1/2" OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. Qall . 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 121 2.0 for Construction Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (2410, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306,3. SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2853 22039 SE 292nd Place • Black Dlannond, Waelaington 98010 10B NO. (360) 866-1017 • FAX 888-1016 AfR UJ4LL K I Ft4N 12-021 FIGURED BY GAT CHECKED BY DATE 02/21/12 SHEET OF 9 LSTA30 - FOR 611.1 TO 3x Et0Clart (TrP. 7 PLACED) e Prescriptive Energy Code Compliance for All Climate Zones in Washington Projer' Information Contact Information i�-2853 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. |naddition, based onthe size ofthe structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value" 1-1-Factor a FenontradunU'Factnrb n/a 0.38 Sky|iUhtU'Fector n/a 0.50 Glazed Fenestration SHGC»'° n/a n/a Cai|ing^ 49i 0.026 Wood Frame VVuU«'m'n 21int 0.056 Mass Wall R'Va|ue/ 21/21» 0.056 Floor 30e 0.029 Below Grade VVaU" 10/15/21 int+TB U�O42 u Slab R'Va|ue& Depth _- 10. 2ft n6m *Table R4O211and Table R4O21.3Footnotes included onPage 2. C� 2 11 201%0' � / .''m!EVNEVIAED!FOR CODE COMPLIANCE APPROVED AN 16 2020 Each dwelling unit in a residential buildinq shall comply with sufficient options from the following minimum number of credits: ftffflivub 1.SmmU Dwelling Unit 1.5cr»dits [] Dwelling units less than 15OOsquare feet inconditioned floor area with less than 3OOsquare feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 15O8square feet. :41 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 2.5credits. [] 3. Lange Dwelling Unit 4.5 credits Dwelling units exceeding 5UOOsquare feet ofconditioned floor area. El 4. Additions less than 500 square feet: .5 credits Table R406-2 Summary Option Description Credit(s 1a Efficient Building Envelope 1a 0.5 1b Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b AirLeakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2o 1.5 3o High Efficiency HVAC3a 1.0 3b High Efficiency H\6AC3b 1.0 3u High Efficiency H\A\C3o 1.5 3d High Efficiency H\6AC3d 1�0 4 High Efficiency HVACDistribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5C Efficient Water Heating 5n 1.5 5d Efficient Water Heating 5d 0.5 G Renewable Electric Energy ---' 0.5 0.5 11) 0.5 1.5 0.0 Total Credits *Please refer to Table R406.2 for complete option descriptions 1) Iqlp ~ Tabki R402.1.1 Footnotes ForS|: 1foot .= 304.8 nom, d .=condnumus insulation, int .= intermediate framing. ° R-values are minimums. U'factory and 5HG[ are rnaxinnunny. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. u 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'Zl 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 H'13 cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement u R'lOcontinuous insulation isrequired under heated slab ongrade floors. SeeR4O2.29.1. ^Themeare noSHGCrequirements inthe Marine Zone. 'Reserved. o Reserved. o Reserved. / The second R-va|ueapplies when more than half the insulation isonthe interior nfthe mass wall. 'Reserved. k For single rafter- Vrjois1'vau|ted ceilings, the insulation may be reduced to R'88. / M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum ofR'1O insulation. Table R402.1'8Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information L2-2853 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor ContactContacl Information Ref. U-factor POWDER ROOM 0.28 GREAT ROOM 0.28 GREAT ROOM 0.28 DINING ROOM 0.28 DINING ROOM 0.28 KITCHEN 0.28 DEN 0.28 ENTRY 0.28 ENTRY 0.28 BEDROOM 2 0.28 MASTER BEDROOM 0.28 MASTER BATH 0.28 STAIR 0.28 BEDROOM 4 0.28 BEDROOM 3 0.28 ATTIC ROOM 0.28 ATTIC ROOM 0.28 ENTRY DOOR 0.20 GARAGE/DWELLING DOOR 0.20 _____ Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 2 2 2 6 5 1 5 6 1 1 8 5 1 5 1 4 2 3 2 2 1 4 4 1 6 4 1 4 4 1 2 3 1 6 1 4 4 1 6 4 1 4 4 1 3 6 1 2 6 Area UA 0.0 0.00 0.0 0.00 Area UA 10.0 2.80 25.0 7.00 30.0 8.40 48.0 13.44 40.0 11.20 10.5 2.94 25.0 7.00 8.0 2.24 12.0 3.36 16.0 4.48 24.0 6.72 16.0 4.48 6.0 1.68 24.0 6.72 16.0 4.48 27.0 7.56 18.0 5.04 20.0 4.00 17.8 3.56 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 Width Height Ref. U-factor 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_ 0.00 393.3 107.10 Area 0.27 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 0.00 107.10 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information -2 Contact Information Heating System Type: AlI Other Systems 0 Flea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila 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 Joist Vaulted Ceilings Instructions • ' ' " Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions _ - „ Slab on Grade (see Figure 1) Instructions 7- - Location of Ducts Instructions LT FL) EIJ 1:3d IJ Design Temperature Difference (AT) AT Indoor (70 degrees) - Outdoor DeSign Temp 2,853 8.5 U-Factor X 0.280 U-Factor X 0.50 U-Factor X 0.026 U-Factor X No selection Conditioned Volume 24,251 Area 394 Area Area 1,465 Area U-Factor X Area 0.056 U-Factor 0.025 U-Factor No selection 2,565 X Area 1,460 X Area F-Factor X Lenqth No selection F-Factor X Length No selection Sum of UA 46 UA 110.32 UA UA 38.09 UA UA 143.64 UA 36.50 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load Volume X 0.6 X 5T X .018 Building Design Heat Load Air Leakage * Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump UA UA UA 328.55 15,113 Btu / Hour 12,048 Btu / Hour 27,161 Btu / Hour 29,877 Btu / Hour 1.10 41,828 Btu / Hour (07/91/13) MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J1901424 L2-2853-3L Plan The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K5994292 thru K5994315 My license renewal date for the state of Washington is September 28, 2019. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 1 6 2020 City of Tukwila BUILDING DIVISION R. CRY 0:7 TUKWILA SEP 2 2019 P FAIT CENTER Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's 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 ID responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Symbols PLATE LOCATION " AND ORIENTATION Center plate on joint unless x, y Numbering 6-4.8 System dimensions shown in ft•in•sixteenths 0 General Failure to Follow Could Damage or Personal Injury 1, Additional stability bracing for truss diagonal or X-bracing, is always 2, Truss bracing must be designed wide truss spacing, individual lateral may require bracing, or alternative bracing should be considered. Never exceed the design loading slack materials on inadequately 4. Provide copies of this truss design designer, erection supervisor, property all other interested parties. 5. Cut members to bear tightly against 6. Place plates on each face of truss joint and embed fully, Knots and locations are regulated by ANSIITPI 7. Design assumes trusses will be the environment in accord with 8. Unless otherwise noted, moisture shall not exceed 19% al time of 9. Unless expressly noted, this design use with fire retardant, preservative 10. Camber is a non-structural consideration responsibility of truss fabricator. camber for dead load deflection, 11. Plate type, size, orientation and indicated are minimum plating requirements. 12. Lumber used shall be of the species in all respects, equal to or better spedfied, 13. Top chords must be sheathed or spadng indicated on design. 14. Bottom chords require lateral bracing or less, if no ceiling is installed, 15. Connections not shown are the 16. Do not cut or aver truss member approval ofan engineer. 17. Install and load vertically unless 18. Use of green or treated lumber environmental, health or performance project engineer before use. 19. Review all portions of this design and pictures) before use. Reviewing snot sufficient. Design assumes manufacture in ANSI/TPI 1 Quality Criteria. Safety Cause Property system, e.g. required, See BCSI. by an engineer. For braces themselves Tor shown and never braced trusses. to the building owner and each other. at each wane at joint 1, suitably protected from ANSIITPI 1. content of lumber fabrication. is not applicable for treated, or green lumber. and is the General practice is to location dimensions and size, and than that purlins provided at a110 ft. spacing, unless otherwise noted. responsibility of others. or plate without prior indicated otherwise. may pose unacceptable risks. Consult with (front, back, words pictures alone accordance with Notes 1 q offsets are indicated. (Drawings not to scale) rEDimensions are in ft-in-sixteenths, iv Apply plates to both sides of truss and fully embed teeth. 1 2 3 TOP CHORDS 016" WEBS CL 00 )404 I3. o.. cr•a crri css 0 * PLATE LATERAL BEARING tigigi Plate software 4 x location SIZE 4 For 4 x 2 orientation, locate plates 0 'Ile from outside edge of truss. This symbol indicates the required direction of slots in connectorplates. details available in MiTek 20/20 or upon request. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint BOTTOM CHORDS 8 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 NUMBERSlLETTERS, 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 number where bearings occur. Min size shown is for crushing only. MEI Industry ANSI/TPI1: DSB-89: BCSI: ► pm. Standards: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information,20. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference MIaQ iTelk° Sheet: MII-7473 rev. 10/03/2015 Job Truss Truss Type Qty Ply L2-2853-3L Pian K5994315 J1901424 SO4A Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, l0 3-83x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:52 2019 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-vGe9SympXQ?j?4jr1 unYMN22mfxT8mGURizxMCzPoOf 1-8-8 2-7-9 1-8-8 0-11.1 i 1-8-8 52x4 II 4 1.8-8 Scale = 1:14.6 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.03 BC 0.07 WO 0.01 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.00 5 >999 240 Vert(CT) -0.00 5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 REACTIONS. (Ib/size) 3=44/Mechanical, 4=82/Mechanical, 1=79/Mechanical Max Horz 1=54(LC 8) Max Uplift 3=-17(LC 8), 4=-29(LC 8) Max Gray 3=44(LC 1), 4=83(LC 16), 1=79(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 2-0-0 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 60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for a 10,0 psf bottom chord live load noneoncurrent 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) Refer to girder(s) for truss to truss connections. 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) 3, 4. April 18,2019 'ARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AMEN REFERENCE PAGE MN-7473 rev. 1rLG3 2015 BEFORE USE. valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an individual buildig component, not system. Before use, the building designer must verily the appbcability of design parameters and property incorporate this design into the overall ng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component formation 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 L2-2853-3L Plan K5994314 J1901424 SO3A Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:51 2019 Page 1 0 3-8 _1 3x4 Fm LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-R44nEcmAm6tsNw8eTAGJp9Wt7Fc5PJ6LD2EOgmzPoDg 1-1-9 1-8-8 1-1-9 0-6-15 5 2x4 I I 1-1.9 1-8-8 4 0-6-15 SPACING- 2-0-0 CSI, Plate Grip DOL 1.15 TC 0.02 Lumber DOL 1.15 BC 0.01 Rep Stress lncr YES WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) -0.00 5 >999 240 Vert(CT) -0.00 5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Scale = 1:9.4 Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 1=52/Mechanical, 4=14/Mechanical, 3=38/Mechanical Max Horz 1=27(LC 8) Max Uplift 3=-11(LC 8) Max Gray 1=52(LC 1), 4=20(LC 3), 3=39(LC 15) 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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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.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. 5) Refer to girder(s) for truss to truss connections. 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) 3. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MtF7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal iniury 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job J1901424 Truss JOB Truss Type MONOPITCH TRUSS Qty 6 Ply L2-2853-3L Plan Job Reference (optional) K5994313 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-5-12 1-5-12 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:50 2019 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-zuWP1 GIY?ol?mmZSwTk4HyzdGrDiglwB_OUglKzPo©h 5-0-0 5-0-0 4 5-0-0 5-0-0 Scale = 1:18.1 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.35 BC 0,21 WB 0.00 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-5 >999 240 Vert(CT) -0.06 2-5 >989 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 2=337/0-5-8, 5=38/Mechanical, 3=154/0-1-8 .Max Horz 2=86(LC 10) Max Uplift 2=-18(LC 10), 3=-53(LC 10) Max Gray 2=343(LC 17), 5=85(LC 5), 3=182(LC 17) 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 5-0-0 oc puffns. 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. WARNING - Verify design parameters and READ NOTES ON 771IS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev, fevra t815 BEFORE USE. Design valid for use only with MtTehtm 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 appticabllity 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 ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 18,2019 Iek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994312 J1901424 J06 JACK -OPEN GIRDER 1 1 Job Reference (optional) uilders FirstSource (A ngton, WA), -1-5-12 Arlington, WA - 98223, 8.220 s Nov 6 2018 MiTek Industries, Inc. Wed Apr 17 13:48:49 201 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-Vhy 1 gxkwE Vd88c_GMIDrkkQRjRncxQg2I k 2-6-13 1-5-12 2 6.00 I-112 2-8-13 5 3x4 \\ 1-4-10 7-6-0 1-4-10 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.40 BC 0.59 WB 0.00 Matrix-P 6-1-8 8 4 DEFL. in (loc) 1/deb Lid Vert(LL) -0.17 2A >496 240 Vert(CT) -0.31 2-0 >276 180 Horz(CT) -0.00 3 n/a n/a Page 1 uzPoDi Scale = 117.2 M 0 PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 3=35/Mechanical, 2=302/0-5-8, 4=58/Mechanical Max Horz 2=52(LC 10) Max Uplift 3=-54(LC 16), 2=-3(LC 10) Max Gray 3=41(LC 17), 2=362(LC 16), 4=130(LC 5) 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 2-6-13 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12, and 6 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 April 18,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEH REFERENCE PAGE M11.7473 rev, 10A3,2016 BEFORE USE. Design valid for use only with MTekQ9 connectors. This design is based only upon parameters shown, and is for an individual budding component, not a buss system, Before use, the building designer must verity 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 end 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 ANSITPII quality Criteria, OSB-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 L2-2853-3L Plan K5994311 J1901424 HRD JACK 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -2-2-0 0-8-3 2-2-0 '0-8-3 0-8-3 10.8-3 1 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:48 2019 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-1VOfcbjITBUHWTP3o2icCXuCY2aYCzQuX4?kDRzPoDj 9-10-0 12-4-7 9-1-13 9-10-0 2-8-7 12-4-5 4 9-1-13 2-6-5 Scale: 3/8'=1' Plate Offsets (X,Y)-- [2:0-0-2,Edgel, [3:0-0-2,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 I CSI. Plate Grip DOL 1.15 TC 0.68 Lumber DOL 1.15 BC 0.00 Rep Stress Incr NO WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) 1/de8 Ud Vert(LL) -0.36 2-3 >341 240 Vert(CT) -0.49 2-3 >249 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 0-8-3 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (Ib) - Max Horz 2=155(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 2=-107(LC 6), 3=-233(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 4 except 2=554(LC 16), 2=553(LC 1), 3=630(LC 16) 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=6.0ps(; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=107,3=233. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 9 Ib up at 2-5-5, 56 Ib down and 17 Ib up at 3-3-4, 62 Ib down and 37 Ib up at 4-11-5, 133 Ib down and 70 Ib up at 6-7-4, and 90 Ib down and 70 Ib up at 7-5-5, and 142 Ib down and 95 Ib up at 9-11-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-98(B) 8=-75 10=-42(B) April 18,2019 ARN1NG -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITES( REFERENCE PAGE N8-7473 rev. 1O.V37O15 BEFORE USE or use only s design is based only upon parameters shown, and is for an individual bulldNg component not system. Before use, the building designer must verity the applicability of design parameters and properly incorporate thls design into the overall g design. Bracing indicated is to prevent budding of individual truss web end/or chord members only. Additional temporary and permanent bracing ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 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 Oty Ply L2-2853-3L Plan K5994310 J1901424 HRB JACK -PARTIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-9-0 1-9-0 8.220 s Nov 16 2018 MiTek Industries„ Inc. Wed Apr 17 13:48:47 2019 Page 1 ID:bsK4AVV9Sqq?oevYFKegYuzFKFj-YJeGPFigiIMRyJrtEKBNUL5leDJTYVAIIQGAh?zPoDk 1-5-15 2-8-13 2- r 1-5-15 1-2-14 0- - Scale =1:12.7 LOADING (psf) TCLL 25,0 (Roof Snow=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 Inor YES Code IRC2015/TPI2014 CSI. TC 0.39 BC 0.06 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) 0.06 5 >550 240 Vert(CT) 0.05 5 >573 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 2=279/0-7-6, 3=60/Mechanical Max Horz 2=56(LC 10) Max Uplift 2=-32(LC 10), 3=-41(LC 16) Max Grav 2=336(1C 16), 3=70(LC 17) 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 2-9-3 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=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE lan-7473 rev. 10/0317015 BEFORE USE Design valid tor use only with MiTekIS connectors, This design is based oily upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indh4dual 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 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 KJug Circle Corona, CA 92880 Job Truss Truss Type QIy Ply L2-2853-3L Plan K5994309 J1901424 F01 Flat Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:46 2019 Page 1 I D:bsK4AW 9Sgg7oevYFKegYuzFKFj-46GuBvi2yaEa H 9Ghhdg866osxEnikOKc3m Wd9ZzPoDI 3-11-0 3-11-0 12 7 2x4i1 3 4 4x4 = Scale = 1:40.6 LOADING (psf) TCLL 25.0 (Roof Snow=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 CSL TC 0.69 BC 0.54 WB 0.23 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.02 4-5 >999 240 Vert(CT) -0.03 4-5 >999 180 Horz(CT) -0.00 4 ilia rile PLATES GRIP MT20 185/148 Weight 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 5=719/0-4-0, 4=633/Mechanical Max Horz 5=-183(LC 4) Max Uplift 5=-250(LC 4), 4=-244(LC 5) Max Gray 5=726(LC 31), 4=650(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-470/232, 3-4=-323/42 BRACING - TOP CHORD BOT CHORD 2-0-0 oc puffins: 1-3, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf, BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Provide adequate drainage to prevent water ponding. 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 Toad 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) 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) except (jt=Ib) 5=250, 4=244. 8) Girder carries tie-in span(s): 7-6-0 from 3-9-4 to 3-11-0; 7-6-0 from 0-0-0 to 3-11-0 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 592 Ib down and 80 Ib up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-186(F=-116), 2-3=-186(F=-116), 4-6=-16 Concentrated Loads (Ib) Vert: 7=-592(B) April 18,2019 WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1i-7473 rev 10R13/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a tans system. Before use, the building designer must verify the appricability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or ctwrd members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse weh posside 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. Tek' 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994308 J1901424 E04 Common Truss 1 1 Job Reference (optional) Builders F t5ource (Arlington, WA), Arlington, WA - 98223, -1-1-6 1-1-6 3-3-0 3-3-0 3-3-0 3-3-0 8.220 s Nov 6 2018 MiTek Industries, Inc. Wed Apr 17 13:48:45 2019 Page 1 ID: bsK4A VV9Sgq?oevYFKegYuzF KFj-cwi W_Zh QBG6jf?hU7w9vauGp7gW I?cNSg6n3c5zPoDm 5-5-8 2-2-8 4x4 = 5-5-8 2-2-8 Scale 18.6 Plate Offsets (X,Y)- [5:Edge,0-2-0 LOADING (psf) TCLL 25.0 (Root Snow=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 IRC2015ITP12014 CS!. TC 0.24 BC 0.20 WB 0.02 Matrix-5 DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=388/0-5-8, 5=299/0-1-8 Max Horz 2=55(LC 7) Max Uplift 2=-44(LC 8), 5=-31(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-296/55, 3-4=-274/54 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 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.Bpsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp,; C1=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 Ib down and 146 Ib up at 3-3-0 on top chord, and 21 Ib down at 2-0-12, and 17 Ib down at 3-3-0, and 23 Ib down at 4-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 3=-128(B)6=-8(B)7=-9(B)8=-10(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. I0g12015 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 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 ANSUTPI f Quality Crfterfa, DSB-89 and SCSI Building Component Safely 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 L2-2853-3L Plan K5994307 J1901424 E02 Common Truss 5 1 Job Reference o tionnaf uilders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-1-6 1-1-6 3-3-0 3-3-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:43 2019 Page 1 ID:bsK4AW9Sgq?oevY FKegYuzFKFj-gYbmZtf9ffs?QhX67V6RVTAT61 sdXiz9 NpIzYEzPoDo 5-5-8 2-2-8 4x4 r i 8.00 112 2x4 4 Ile 3x4 3-3-0 3-3-0 6 2x4 11 5-5-8 2-2-8 2x4 II LOADING (psf) TCLL 25.0 (Roof Snow=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 0.21 BC 0.11 WB 0.01 Matrix-S DEFL- in (loc) I/defl Lid Vert(LL) 0.01 2-6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=325/0-5-8, 5=206/0-1-8 Max Horz 2=55(LC 5) Max Uplift 2=-23(LC 8), 5=-1(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING• TOP CHORD cn d 0 Scale = 1:18.7 PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% Structural wood sheathing directly applied or 5-5-8 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=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; CI=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula_ Building designer should verify capacity of bearing surface_ 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. [� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10 03P2015 BEFORE USE Design valid for use only with MTeIOE 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 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 o1 trusses and truss systems. see ANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IMMIN MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qfy Ply L2-28533E Plan K5994306 J1901424 D03 COMMON TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 5-8-7 5-8-7 3x6 = Arlington, WA - 98223, 8.00 [12 2x4 10.0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:43 2019 Page 1 ID:CZNM?mhg9cNyu p7 1 pO7_MOzEfwj-gYbmttf9fts?QhX6?V6RVTAQe 1 hIXfd9N plzYEzPoDo 10-0-0 14-3-10 20-0-0 21-5-12 4-3-10 4.3.10 5-8-7 i 1-5-12 4x4 = 3x8 = 2x4 i 4 20-0-0 10-0.0 10-0-0 Scale =1:35.2 LOADING (psf) TCLL 25.0 (Roof Snow=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 0,43 BC 0.81 WB 0.23 Matrix-S DEFL. in (loc) I/deft Lid Vert(LL) -0.22 1-7 >999 240 Vert(CT) -0.42 1-7 >556 180 Horz(CT) 0-04 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 69 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 1=835/0-5-8, 5=965/0-5-8 Max Horz 1=-77(LC 15) Max Uplift 1=-22(LC 10), 5=-43(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1379/66, 2-3=-1028/33, 3-4=-1026/36, 4-5=-1383/60 BOT CHORD 1-7=-60/1170, 5-7=0/1150 WEBS 3-7=0/591, 4-7=-406/123, 2-7=-447/130 BRACING - TOP CHORD BOT CHORD Structural wood sheathing,directly applied or 4-1-5oc 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=6.0ps(; 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater 01 min roof live load of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live Toad 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. ARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MLI-7473 rev. 1003R015 BEFORE USE. 1'id for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not system. Before use, the budding designer must verify the appkcability of design parameters and properly incorporate this design into the overall g design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent tracing ays required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the lion, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 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 Oty Ply L2-2853-3L Plan K5994305 J1901424 002 COMMON TRUSS 1 1 Job Reference (optional) Builder FirstSource (Arlington, WA), Arlington, WA - 98223, -1-5-12 1-5-12 5-8-7 5-8-7 10-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:41 2019 Page 1 I D:CZNM?mhg9cNyup71 p07_MOzEfwj-k9T?8Cev71 cHAONju44zP255GD? W31JsvVpsTLzPoDq 10-0-0 14-3-10 20-0-0 21-5-12 4-3-10 4.3-10 I 5-8-7 { 1-5-12 ' 4x4 = 4 3x8 = 20-0-0 10-0-0 10-0-0 Scale = 1:36.8 LOADING (psf) TCLL 25.0 (Roof Snow=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 0,36 BC 0.79 WB 0.22 Matrix-S DEFL. in (loc) Udefl LJd Vert(LL) -0.21 2-8 >999 240 Vert(CT) -0.39 2-8 >594 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 71 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HE No.2 REACTIONS. (lb/size) 2=960/0-5-8, 6=960/0-5-8 Max Horz 2=-69(LC 15) Max Uplift 2=-43(LC 10), 6=-43(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1370/60, 3-0=-1014/33, 4-5=-1014/33, 5-6=-1370/60 BOT CHORD 2-8=-52/1139, 6-8=0/1139 WEBS 4-8=0/574, 5-8=-423/122, 3-8=-423/122 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-14 oc puffins. 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; Cal, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; C1=1.10 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MGTEI( REFERENCE PAGE MI1-7473 me, 10/0311015 BEFORE USE Design valid for use only with MTeldti connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system, Before use, the buildng 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply L2-2853-3L Plan K5994304 J1901424 DO1 CALIFORNIA TRUSS 1 1 Job Reference (optional) uiklers FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-13=-70, 13-14=-132, 6-14=-70, 6-9=-70, 2-8=-30(F=14) Concentrated Loads (lb) Vert: 4=-420 6=-420 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:41 2019 Page 2 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-k9T?8Cev71 cHAONju44zP254wDzu3nFsvVpsTLzPooq WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7173 new. 16 33/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual thus 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 ANSLTPf1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandrie, VA 22314. ele 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply L2-2853-3L Plan K5994304 J1901424 D01 CALIFORNIA TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -5-12 512 5-0-0 5-0-0 Arlington, WA - 98223, 7-4-3 8,220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:41 2019 Page 1 ID:CZNM?mhg9cNyup71p07_MOzEfwj-k9T?8Cev71cHAONju44zP254wDzu3nFsvVpsTLzPoDq 7-5-6 7j11-,5 10-0-0 12-0-11 i7) 6.lp 15 0-0 20-0-0 121-5-12 2-5-6 0-5-1 2-0-11 2-0-11 0-5.1 2-5-6 5-0-0 1-5-12 5x8 3x8 = 7- 7-4-3 0- 6 12-6-10 5-1-4 5x8 3x8 = 12-T[13 0-j1-3 20-0-0 7-4-3 Scale = 1:38.0 Plate Offsets (X,Y)-- [8:0-3-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCOL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.38 BC 0.90 WB 0.09 Matrix-S DEFL. in (loc) 1/dell Ud Vert(LL) -0.10 10-11 >999 240 Vert(CT) -0.25 8-10 >949 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except 4-6: 2x6 DF 2400F 2.0E 2-0-0 oc puriins (6-0-0 max.): 4-6. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=1642/0-5-8, 8=1642/0-5-8 Max Horz 2=-52(LC 15) Max Uplift 2=-123(LC 10), 8=-123(LC 11) Max Gray 2=1996(LC 29), 8=1996(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3118/268, 3-4=-2785/264, 4-5=-2474/249, 5-6=-2474/249, 6-7=-2785/264, 7-8=-3118/268 BOT CHORD 2-11=-220/2631, 10-11=-206/2532, 8-10=-169/2631 WEBS 4-11=0/439, 5-10=-256/78, 6-10=0/439, 5-11=-256/79 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt=25.0 psf (Flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=123, 8=123. 9) Girder carries hip end with 8-0-0 right side setback, 8-0-1 left side setback, and 6-0-0 end setback, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501 Ib down and 136 Ib up at 12-6-0, and 501 Ib down and 136 Ib up at 7-6-0 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard April 18,2019 Continued on oaae 2 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1IW3.02015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability end to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIT Quality Criteria, DSB-a9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994303 J1901424 CO2 Scissor Truss 2 1 Job Reference (optional) udders FirstSource (Arlington, WA), 1-1-6 1-1-6 rlington, WA - 98223, 7-0-0 7-0-0 7-0-0 lD:bsK4A' 1 4x6 8.220 s Nov 6 2018 MiTek Industries, Inc. Wed Apr 17 13:48:39 2019 Page 1 9Sgq?oevY FKegYuzFKFj-nmLFjWcfbQMZx4 DLmf2VKd0edP PPbsxaS B KIPTzPoDs 14-0-0 15-1-6 7-0-0 l 1-1-6 14-0-0 7-0-0 7-0-0 Scale = 1:30.4 Plate Offsets (XY [2:0-0-13,Edge], [4:0-0-13,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=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 0.82 BC 0.45 WB 0.15 Matrix-S DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.09 4-6 >999 240 MT20 185/148 Vert(CT) -0.19 4-6 >845 180 Horz(CT) 0.08 4 n/a n/a Weight: 43Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=824/0-5-8, 4=669/0-5-8 Max Horz 2=-96(LC 22) Max Uplift 2=-32(LC 8), 4=-32(LC 25) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1149/5, 3-4=-1144/39 BOT CHORD 2-6=0/890, 4-6=0/892 WEBS 3-6=0/691 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct=1,10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_ 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ib down and 31 Ib up at -0-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 2-6=-16, 4-6=-16 Concentrated Loads (Ib) Vert: 7=-141 April 18,2019 (WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MU-7473 rev. 10M3C7015 BEFORE USE Design valid for use only with Miekda connectors. This design is based only upon parameters shown, and is for an individual budding 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 ANSUTPH Quality CAterla, DSB-89 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 L2-2853-3L Plan K5994302 J1901424 C01 GABLE 1 1 Job Reference (optional) Builder F our Arlington, WA), 1-1-6 Arlington, WA - 98223, 7-0-0 7-0-0 2x4 I 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:38 2019 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-JantWAcl g6EiJwf8DxXGoQTb908nsRJQDXaC10zPoDt 14-0-0 15-1-8 7-0-0 1-1-6 4x4 = 4 8 2x4 II itinikitri tiVrititi!i.71004561412%:..1179?.9 fifth/tritx+!AM!!4!!!!1!!lO!!!tr.,4! .NOW i`MOixlV! Vt."11 0!!!fi�C!!•w 7-0-0 14-0-0 7-0-0 7-0-0 Scale = 1:31.3 Plate Offsets (X Y}— [2:0-0-13Edgel, [6:0-0-13Edge LOADING (psf) TCLL 25.0 (Roof Snow=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 0.29 BC 0.16 WB 0.04 Matrix-S DEFL. in (loc) 1/defl LJd PLATES GRIP Vert(LL) -0.01 7 nfr 180 MT20 185/148 Vert(CT) 0.00 7 nit 120 Horz(CT) 0.00 6 n/a n/a Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-96(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 9 except 2=262(LC 1), 6=262(LC 1), 10=441(LC 1), 8=441(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-337/133, 5-8=-337/132 NOTES- 1) Wind: ASCE 7-10; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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/TP! 1_ 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. WARNtNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED AMEN REFERENCE PAGE MI14473 rev, I8/03R015 BEFORE USE Design valid for use only with h4-relcla connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent 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, erc..1sar and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety fnlormatlon 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 Qty Ply L2-2853-3L Plan K5994301 J1901424 B03 COMMON GIRDER 1 A 4 Job Reference (optional) udders FirstSource (Arlington, WA), ngton, WA-98223, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:38 2019 Page 2 I D:bsK4AVV9Sgq?oevYFKegYuzFKFj-JantWAc 1 q6E iJwf8DxXGoQTRi03xsJAQDXa CtOzPoDt LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-1920(F) 8=-2073(F) 13=-1886(F) 14=-1881(F) 15=-1881(F) 16=-1881(F) 17=-1881(F) 18=-1881(F) 20=-1920(F) 22=-1920(F) 23=-1920(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UREA REFERENCE PAGE MIF7473 rev. 1OV3a015 BEFORE USE Design valid for use only with MReiaB connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the building designer must verily 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 arways 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. 250 Ktug Cade Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L PIan 1 K5994301 J1901424 B03 COMMON GIRDER 1 A 4 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 13 5-10-11 5-10-11 7-5-6 9-3-10 1-6-11 12-3-0 2-11-6 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:37 2019 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-rOEU Iq b03p6rim4ytE? 1 FCxGycji7swH?treKazPoDU 15-2-13 17-0-10 18-7-5 24-6-0 2-11-13 1-9-13 11$11 [ 5-10-11 14 12 15 16 17 11 18 19 20 21 10 9 5x12 i 3x8 8x12 // 12x12 = = 12x12 2x4 II 3x4 -- 22 23 8 4-1-8 9-3-10 15-2-13 20-4-8 4-1-8 5-2-2 5-11-2 5-1-11 3x6 \\ 24-6-0 4-1-8 5x8 Scale = 1:47.4 Plate Offsets (X,Y)-- [1:0-2-15,0-2-12], [8:0-5-8,0-0-12], [9:0-6-0,0-7-12], [10:0-2-13,0-4-0], [11:0-6-0,0-7-0], [12:0-5-4,0-1-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 REACTIONS. (Ib/size) 1=12928/0-5-8, 7=10181/0-5-8 Max Horz 1=141(LC 22) Max Gray 1=14179(LC 2), 7=11087(LC 2) CST. TC 0.96 BC 0.47 WB 0.56 Matrix-S DEFL. in (loc) t/defl Ud Vert(LL) -0.15 9-11 >999 240 Vert(CT) -0.27 9-11 >999 180 Horz(CT) 0.04 7 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-19160/0, 2-3=15810/0, 3-4=-15687/0, 4-5=-15630/0, 5-6=-15751/0, 6-7=-18146/0 BOT CHORD 1-12=0/15942, 11-12=0/14429, 9-11=0/9894, 8-9=0/14037, 7-8=0/15093 WEBS 2-12=0/3295, 2-11=-2010/0, 4-11=0/9171, 4-9=0/8937, 6-9=-1510/0, 6-8=0/2299 PLATES GRIP MT20 185/143 Weight: 692Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 4-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ USP WS6 or Simpson SDS 1/4"x6" screws at 2-rows at 2-0-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2101 Ib down at 0-6-12, 2096 Ib down at 2-6-12, 2096 Ib down at 4-6-12, 2096 Ib down at 6-6-12, 2096 Ib down at 8-6-12, 2096 Ib down at 10-6-12, 2146 Ib down at 12-6-12, 2146 lb down at 14-6-12, 2146 Ib down at 16-6-12, and 2146 Ib down at 18-6-12, and 2256 Ib down at 20-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pi() Vert: 1-4=-70, 4-7=-70, 1-7=-16 Continued on oaae 2 ®WARNING - Verify design parameters and READ NOTES ON 77115 AND INCLUDED MIMIC REFERENCE PAGE MII-7473 rev. 10*03a015 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 Nis 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 ANSUTPII Quality Criteria, OS8-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ek' 250 Klug Circle Corona, CA 92890 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994300 J1901424 B02 Scissor Truss 3 1 Job Reference optional) Builders FirstSource -1-6..1_. Arlington, WA), 5-9-15 Arlington, WA - 98223, 5-9-15 8.00 112 3x6 i 5-9-15 10-11-8 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:36 2019 Page 1 I D:bsK4A VV9Sgq?oevYF KegYuzFKFj-NBg65UamIV_4dVm5XUoi?O9RCKPOST7m D55o8zPoDv 12-3-0 i 18-2-1 24-6-0 25-7-6 I 1-3-8 5-11-1 6-3-15 1-1-6 7 2x4 11 24-6-0 5-9-15 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [6:0-0-13,Edge SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 CSt. TC 0,69 BC 0,66 WB 0.38 Matrix-S DEFL. in (loc) I/deft Vert(LL) -0.17 8 >999 Vert(CT) -0.32 8-9 >916 Horz(CT) 0.19 6 n/a 7-0-0 { Scale = 1:43.5 L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 100 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 2=1128/0-5-8, 6=1128/0-5-8 Max Horz 2=158(LC 7) Max Uplift 2=-37(LC 8), 6=-37(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1546/41, 3-4=-1122/86, 4-5=-2530/76, 5-6=-2692/0 BOT CHORD 2-10=-59/1188, 9-10=-59/1188, 8-9=0/863, 6-8=0/2236 WEBS 3-9=-462/124, 4-8=-15/1824, 5-8=-320/166 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 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=4,8psY h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2,00 limes flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MXi-7473 rev, I VY2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the building designer must 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 tracing 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 ANSUTPl1 quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Krug Circle Comm. CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994299 J1901424 B01 GABLE 1 1 Job Reference (optional) Builder FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-8=-70, 2-10=-16, 9-10=-16, 7-9=-16 Concentrated Loads (lb) Vert: 11=-31(B) 35=-48(B) 37=-31(B) 38=-31(B) 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:35 2019 Page 2 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-v?6kt8ZIXBs8STwZXpzZAnryHortf C_XZMYGhzPoDw WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ARF7473 rev- 1083312015 BEFORE USE Design valid for use only with MiTek4) connectors. This design is based onty upon parameters shown, end is for an individual building component, nol a truss system. Before use, the budding 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 10 prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safely 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 L2-2853-3L Plan K5994299 J1901424 B01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13.48.35 20.9 Page 1 1-6 -1-8 5-9-15 5-9-15 5-9-15 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-v?6kt8Z8XBs8STwZXpzZAnryRortf_C XZMYGhzPoDw 10-11-8 12-3-0 18-2-1 24-6-0 25-7-6 5-1-9 1 1-3- 8 1 5-11-1 I 6-3-15 1 1-1-6 10-11-8 17-6-0 24-6-0 5-9-15 5-1-9 6S8 7-0-0 Plate Offsets (X,Y)— [2:0-3-8,Edge], [3:0-5-0,,0-0-12], [4:0-0-9,0-1-0], [7:0-0-13,Edge], [10:0-5-0,0-2-81 LOADING (psf) TCLL 25.0 (Roof Snow=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 CSI. TC 0.78 BC 0.74 W B 0.38 Matrix-S DEFL. in (loc) I/defl Ud Vert(LL) -0.15 9 >999 240 Vert(CT) -0.28 9-10 >999 180 Horz(CT) 0.18 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1236/0-5-8, 7=1161/0-5-8 Max Horz 2=155(LC 7) Max Uplift 2=-128(LC B), 7=-71(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1694/167, 3-4=-1221/148, 4-5=-1060/162, 5-6=-2608/174, 6-7=-2798/102 BOT CHORD 2-11=-165/1347, 10-11=-165/1347, 9-10=-15/943, 7-9=-25/2327 WEBS 3-10=-532/174, 5-9=-60/1826, 6-9=-270/168, 5-14=-121/252 Structural wood sheathing directly applied or 2-5-12 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=1.60 plate grip DOL=1,60 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) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16,0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=Ib) 2=128. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 Ib down and 39 Ib up at 2-0-0, and 46 Ib down and 39 Ib up at 4-0-0 on top chord, and 48 Ib down and 31 Ib up at 2-0-0, 6 Ib down at 4-0-0, 31 Ib down and 29 Ib up at 6-0-0, and 31 Ib down and 29 Ib up at 8-0-0, and 31 Ib down and 29 Ib up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on oaae 2 April 18,2019 ®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED UTTER REFERENCE PAGE MIF7473 rev. 11903.12015 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 atweys required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSITP11 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply L2-2853-3L Plan K5994298 J1901424 A06 Common 1 1 Job Reference (optional) udders FirstSource ngton, WA), ington, WA - 98223, 1-3-0 1-3-0 I 8.220 s Nov 6 2018 MiTek Industries, Inc. Wed Apr 17 13:48:34 2019 Page 1 I D:bsK4AW 9Sgq?oevYFKegYuzFKFj-RpYMgoZW mu kH rJLN_6SKdaJgAOjawW pq Ivc_kFzPoDx 7-3-14 12-1-8 7-3-14 4-9-10 7-3-14 7-3-14 2x4 II 12-1-8 4-9-10 3x4 I I 4 3x4 Scale = 1:43.7 Plate Offsets (X,Y)-- [2:0-3-30-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.61 BC 0.36 WB 0.46 Matrix-S DEFL. in (loc) I/deft Ud Vert(LL) -0.08 2-6 >999 240 Vert(CT) -0.15 2-6 >915 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 5=499/Mechanical, 2=615/0-5-8 Max Horz 2=198(LC 7) Max Uplift 5=-64(LC 10), 2=-25(LC 10) Max Gray 5=608(LC 17), 2=638(LC 17) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-647/8 BOT CHORD 2-6=-40/454, 5-6=-40/454 WEBS 3-6=0/264, 3-5=-612/104 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev, 14 112016 BEFORE USE Design valid for use only with MTe1e 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 appicability 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 wf h possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSL?Pl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply L2-2853-3L Plan K5994297 J1901424 A05 GABLE 1 1 Job Reference (optional) Builders F ource (Arlington, WA), 0 0 Arlington, WA- 98223, 7- 2 16-1 4-0-7 8220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:33 2019 Page 1 I D:bsK4A W9Sgq?oevY FKegYuzFKF]-zc_TSYu?acQD9mBQOx55MmbI?J u B?eh4FtR8pzPoDy 19-9-0 y-1112 23-4-5 I 27-4-12 30-10-11 I 34-2-15 i 39-8-0 3-7-5 I I 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 40-9-0 10x10 = 13 8x16 MT2OHS = 3x8 1I 10x10 = 8x8 -- 6-11-3 12-1-4 27-4-12 32-6-13 1 39-6-0 8-11-3 5-2-1 15-3-8 5-2-1 6-11-3 SealerHl:6s.6 Plate Offsets (X,Y)-- [2:0--0,0-1-11], [4:0-7-0,0-0-8], [8:0-7-0,0-0-8], [10:0-4-0,0-1-11], [12:0-3-8,0-6-8], [14:0-3-8,0-6-8], [19:0-0-10,0-1-0], [35 0-0-10,0-1-0], [39:0-0-0,0-0-0], [39.0-0-0,0-0-0], [42:0-0-0,0-0-0], [42:0-0-0,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=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 0.85 BC 0.65 WB 0.71 Matrix-S DEFL in (loc) 1/defl Ud Vert(LL) -0.51 12-14 >926 240 Vert(CT) -0.83 12-14 >567 180 Horz(CT) 0.05 10 n/a n/a Attic -0.22 12-14 822 360 PLATES GRIP MT20 185/148 MT201-IS 165/146 Weight: 346 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. 1-3,9-10: 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s): 16 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=2004/0-5-8, 10=1897/0-5-8 Max Horz 2=208(LC 7) Max Gray 2=2267(LC 21), 10=2172(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3886/0, 3-4=-3665/0, 4-5=-2700/0, 5-6=-56/518, 6-7=-50/518, 7-8=-2698/0, 8-9=-3671/0, 9-104-3896/0 BOT CHORD 2-15=0/3442, 14-15=0/3466, 12-14=0/2860, 11-12=0/3340, 10-11=0/3314 WEBS 5-16=-3391/0, 7-16=-3391/0, 4-14=0/1683, 8-12=0/1699, 3-14=-1028/188, 9-12=-1067/200, 9-11=-496/158, 6-16=0/259, 3-15=-498/171 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed fo wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0ps( 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. 11) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16; Wall dead load (5.0psf) on member(s).4-14, 8-12 12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 13) Attic room checked for L/360 deflection. ®WARNING - Verify design parameters and READ NOTES ON TNFS AND INCLUDED M IErr REFERENCE PAGE MIN7473 ter. 1013317015 BEFORE USE Design valid for use only with MffeIr® connectors. This design is based only upon parameters sham, and is lot 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 budding of individual truss web and/or chord members only. Additional temporary end 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 Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 18,2019 250 tQug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994296 J1901424 A04 ATTIC 1 Job Reference (optional) Buil First ource (Arlington, WA), Arlington, WA - 98223, 8,220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:30 2019 Page 2 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-Y1IrgRV?jfDrMi1 cIGNOTk88HnMS_nRFOHenbUzPoE? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-14=-16, 12-14=-26, 10-12=-16, 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=-80, 8-10=-70, 5-7=-10 Drag: 4-14=-10, 8-12=-10 Concentrated Loads (lb) Vert: 14=-617(F) ®WARNING - Verify design p...>:>.fen and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rev. 10W3/2015 BEFORE USE. Design valid for use only with Welt® connectors. This design is based only upon parameters shovm, 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 o1 trusses and truss systems, see ANSIRP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. el( 250 10ug Circle Corona, CA 92880 Job i Truss Truss Type Qty Ply L2-2853-3L Plan K5994296 Ji901424 A04 ATTIC 1 +� L Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.220 s Nov 16 2018 MiTek Industnes, Inc. Wed Apr 17 13:48:30 2019 Page 1-3-0 11-3-01 5x8 = 5-3-1 5-3-1 8-7-5 12-1-4 3-4-3 3-5-15 7.00 12 3x10 II 4 8x8 i 15 14 3x6 II 6-11-3 12-1 6-11-3 5-2-1-1 8x8 == I D:bsK4AW9Sgq?oevY FKegYuzFKFj-Y 1 IrgRV?jfDrMi1 cIG NOTk88HnMS_n RFOHenbUzPoE? 16-1-11 19-9-0 1 12, 23-4-5 27 4-12 30-10-11 34-2-15 39-6-0 4-0-7 3 7-5 1 1 3-7-5 4-0-7 3-5-15 34-3 5-3-1 40-9-0 9 - 1,69.4 13 8x12 = 27-4-12 15-3-8 3x6 7 3x10 II 8 12 8x8 = 8x8 9 10 11 5x8 = 34 II 32-6-13 39-6-0 5-2-1 6-11-3 1a Plate Offsets (X,Y)— [2:0-1-15,0-0-1], [10:0-1-15,0-0-11, [12:0-3-8,0-4-121, [14.0-3-8,0-4-12] LOADING (psf) TCLL 25.0 (Roof Snow=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 CSI. TC 0.60 BC 0.38 WB 0.23 Matrix-S DEFL. in (loc) I/deft LJd Vert(LL) -0.30 12-14 >999 240 Vert(CT) -0.49 12-14 >957 180 Horz(CT) 0.03 10 n/a n/a Attic -0.13 12-14 1418 360 PLATES GRIP MT20 185/148 Weight: 586 lb FT = 20% LUMBER - TOP CHORD 2x8 OF SS 'Except' 1-3,9-10: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=2441/0-5-8, 10=2089/Mechanical Max Horz 2=208(LC 28) Max Uplift 2=-77(LC 10) Max Grail 2=2676(LC 35), 10=2350(LC 36) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4740/145, 3-4=-299/18, 4-5=-3062/42, 5-6=-21/643, 6-7=0/594, 7-8=-3109/63, 8-9=-4208/0, 9-10=-4272/0 BOT CHORD 2-15=-180/4190, 14-15=-159/4191, 12-14=0/3307, 11-12=0/3709, 10-11=0/3658 WEBS 5-16=-4024/32, 7-16=4024/32, 4-14=-72/2223, 8-12=0/1950, 3-14=-1473/375, 9-12=-1044/342, 9-11=-714/213, 6-16=0/298, 3-15=-490/419 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc_ 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fulty Exp.; Ct=1.10 5) Unbalanced snow Toads have been considered for this design. 6) This truss has been designed for greater of min roof live load 0116.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16; Wall dead load (5.0psf) on member(s).4-14, 8-12 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 15 uplift at joint(s) 2. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 617 lb down and 260 lb up at 12-2A on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Odlitilittivcroproabi aced for L/360 deflection. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MII-74T3 rev. 1OV32015 BEFORE USE Design valid for use only with MiTek8i 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 andior chord members 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 ANSI/TRH Quality Criteria, DS8-88 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Kiug Circle Corona. CA 92880 Job , . Truss Truss Type Qty Ply L2-2853-3L Plan K5994295 J1901424 AO3F ATTIC 4 1 Job Reference (optional) 2205 Nov 162018 MiTekn us nes, Inc. Wed Apr : : -'age Builders FirstSource (Arlington, WA), Arlington, WA - 98223, ID:bsK4AVV9Sqq?oeyYFKegYuzFKFj-cf(35PUB2z770uDdrLwOJ3jh_aRWj1 ywz9gXbzPoE1 NOTES. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1,15 Uniform Loads (plf) Vert: 2-16=-16, 14-16=-26, 12-14=-16, 1-6=-70, 6-7=-80, 7-8=-70, 8-9=-70, 9-10=-80, 10-12=-70, 7-9=-10, 21-22=-10 Drag: 6-22=-10, 10-14=-10 Concentrated Loads (Ib) Vert: 29=-50(F) 30=-50(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 Fey. 10/01'2015 BEFORE USE Design valid for use only with kifTekilD 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing 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 Crfteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. 114111 MiTek' 250 Klug Circle Corona, CA 92880 Job , Truss Truss Type Qty Ply L2-2853-3L Plan K5994295 J1901424 AO3F ATTIC 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), t:11 Arlington, WA - 98223, 4-9-0 5-3-11 8-7-5 12-1-4 4-9-0 0-6-4 3-4-3 3-5-15 5x8 =- 19 18 29 17 3016 3x10 11 5x8 = 2x4 = 8,220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:28 2019 Page 1 0' sK4AVV9Sqq?oevYFKegYuzFKFj-cfB5PILJIB2z770uDdrLwOJ3jh_aRWjlywz9gXbzPoE1 16-1-11 19-9-0 123-4-5 , 27-4-12 , 30-10-11 34-2-15 39-6-0 I t 4-0-7 3-7- 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 12x12 = 8x8 =- 15 8x16 MT2OHS 4x6 = 3x8 H 10 8x16 MT2OHS 4 13 10x10 = 3x6 11 5x8 = 4-9-0 6-11-3 9-10-11 12-1-4 27-4-12 32-6-13 39-6-0 1 1 4-9-0 2-2-3 2-11-8 2-2-10 15-3-8 5-2-1 6-11-3 Scale = 1:80.0 12 0 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11), (6:0-7-15,Edgel, (9;0-0-4,0-4-0), [10:0-5-12,0-1-81 [12:0-1-15,0-0-11 [14:0-3-8,0-6-8]. [16 0-1-12,0-0-01 [16:0-3-8,0-6-12] , [18:0-3-8,0-2-81 [19:0-6-12,0-1-81 [22:0-0-0,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=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 IRC20151TP12014 CSI. TC 0.99 BC 0.73 VVB 0.86 Matrix -AS DEFL. in (loc) 1/defi Ud Vert(LL) -0.53 14-16 >885 240 Vert(CT) -0.86 14-16 >547 180 Horz(CT) 0.07 12 n/a n/a Attic -0.23 14-16 811 360 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 297 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied. 1-4: 2x4 DF 1800F 1.6E, 11-12: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 7-20, 9-20 WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s): 20 REACTIONS. (lb/size) 2=2115/0-5-8, 12=1936/Mechanical Max Horz 2=207(LC 9) Max Grav 2=2426(LC 21), 12.2226(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4263/0, 3-4=-3533/0, 4-5=-3770/0, 5-6=-3484/0, 6-7=-2843/0, 7-8=0/699, 8-9=0/684, 9-10=-2871/0, 10-11=-3769/0, 11-12=-3983/0 BOT CHORD 2-19=0/3772, 18-19=0/3772, 17-18=0/2983, 16-17=0/2983, 14-16=0/3053, 13-14=0/3355, 12-13=0/3349 WEBS 7-20=-3831/0, 9-20=-3831/0, 16-22=0/1501, 22-24=0/1571, 6-24=0/1605, 10-14=0/1570, 11-14=-893/217, 11-13=-487/262, 8-20=0(288, 18-21=-726/26, 4-21=-694/22, 3-18=-1021/210, 3-19=-114/817, 5-24=-334/9 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indica(ed. 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 20.0pst 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) Ceiling dead load (5.0 psf) on member(s). 6-7, 9-10, 7-20, 9-20, 21-23, 22-23; Wall dead load (5.0psf) on member(s).22-24, 6-24, 10-14 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 10) Refer to girder(s) for truss to truss connections. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1(2" gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other cx/nnection device(s) shall be provided sufficient to support concentrated load(s) 82 Ib down and 4 Ib up at 9-0-0, and 82 lb down and 4 lb up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Ocaltifitlisttoarostitated for U360 deflection. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ma-7473 rev. 104)11015 BEFORE USE Design wild for use only with MiTek t9 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 tailding design. Bracing indicated is to prevent buckling &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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Budding 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 L2-2853-3L Plan K5994294 J1901424 A03 ATTIC 6 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8-220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:26 2019 Page 1-3-0 -3-0 i 5-3-1 5-3-1 8-7-5 3-4-3 2-1-4 5 15 14 3x6 1I 10x10 6-11-3 12-1-4 6-11-3 ) 5-2-1 I D:bsK4AW 9Sgq?oevY FKegYuzFKFj-9G3K?3S VfRjPt4 krW QJStuzP WAwG 2rvfTt9ZSjzPoE3 16-1-11 19-9-0 _ 23-4-5 27-4-12 30-1011 34-2-15 39-6-0 4-0-7 3-7-5 3-7-5 4-0-7 3-5 15 3-4 3 5 3 1 13 8x16 MT2OHS 27-4-12 15-3-8 12 10x10 = 32-6-13 11 5x8 = 3x6 11 5-2-1 ( 6-11-3 39-6-0 Plate Offsets(X,Y)— [2:0-4-0,0-1-11], [4:0-7-0,0-0-8], [8:0-7-0,0-0-8], [10:0-4-0,0-1-11], [12:0-3-8,0-6-8], [14:0-3-8,0-6-8] LOADING (psf) TCLL 25.0 (Roof Snow=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 0.85 BC 0.65 WB 0.71 Matrix-S DEFL. in (loc) Udell Ud Vert(LL) -0,51 12-14 >926 240 Vert(CT) -0.83 12-14 >567 180 Horz(CT) 0.05 10 n/a Ma Attic -0.22 12-14 822 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 293 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-10: 2x4 OF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=2004/0-5-8, 10=1897/Mechanical Max Horz 2=208(LC 7) Max Gray 2=2267(LC 21), 10=2172(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16 JOINTS 1 Brace at Jt(s): 16 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3886/0, 3-4=-3665/0, 4-5=-2700/0, 5-6=-56/518, 6-7=-50/518, 7-8=-2698/0, 8-9=-3671/0, 9-10=-3896/0 BOT CHORD 2-15=0/3442, 14-15=0/3466, 12-14=0/2860, 11-12=0/3340, 10-11=0/3314 WEBS 5-16=-3391/0, 7-16=-3391/0, 4-14=0/1683, 8-12=0/1699, 3-14=-1028/188, 9-12=-1067/200, 9-11=-496/158, 6-16=0/259, 3-15=-498/171 NOTES- 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; Cat. It; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 limes flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16; Wall dead load (5.0psf) on member(s).4-14, 8-12 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 10) Refer to girder(s) for truss to truss connections. 11) Attic room checked for L/360 deflection. April 18,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE MU-7473 rev, 1Q 3QO16 BEFORE USE. Design valid for use only with MrTNo® connectors. This design is based only upon parameters shown, and is for an individual bu-aiding 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety fnformaflon 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 L2-2853-3L Plan K5994293 J1901424 A02 ATTIC 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1-3-0 -3-0I 5-3-1 5-3-1 6-11-3 6-11-3 Arlington, WA - 98223, 8-7-5 12-1-4 3-4-3 3-5-15 3x6 II 10x10 = 12-1-4 5-2-1 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:24 2019 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-kuxaaNRF7pThenaSO?H_DTu32MEpaykM?LBSOgzPoE5 16-1-11 19-9-0 23-0 5 27 4 12 30-10-11 34-2-15 39-6-0 10-9-0 4-07 I 3-7-5 >I-1a121 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0I 42-0-0 6 14 8x16 MT201-1S = 27-4-12 3x8 I I 10x10 = 32-6-13 8x8 3x6 I I 39-6-0 15-3-8 5-2-1 8-11-3 Scale _149 5 { 10 n I4- 0 Plate Offsets (X,Y)— [2:0-4-0,0-1-11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 8.0 14:0-7-0 0-0-81,[8:0-7-0 0-0-81,[10:0-4-0,0-1-1 11,[13:0-3-8,0-6-8j,[15:0-3-8 0-6-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.65 W B 0.69 Matrix-S DEFL. in (loc) I/deli Ud Vert(a) -0.51 13-15 >926 240 Vert(CT) -0.83 13-15 >567 180 Horz(CT) 0.05 10 n/a n/a Attic -0.22 13-15 822 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 295 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=2002/0-5-8, 10=2002/0-5-8 Max Horz 2=-214(LC 8) Max Gray 2=2265(LC 21), 10=2265(LC 22) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3884/0, 3-4=-3660/0, 4-5=-2696/0, 5-6=-55/518, 6-7=-55/518, 7-8=-2696/0, 8-9=-3660/0, 9-10=-3885/0 BOT CHORD 2-16=0/3448, 15-16=0/3472, 13-15=0/2866, 12-13=0/3313, 10-12=0/3289 WEBS 5-17=-3387/0, 7-17=-3387/0,4-15=0/1681, 8-13=0/1681, 3-15=-1036/188, 9-13=-1036/190, 9-12=-496/178, 6-17=0/259, 3-16=-496/178 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17; Wall dead load (5.0psf) on member(s).4-15, 8-13 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 10) Attic room checked for U360 deflection. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NU-7473 rev, 1a 3/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wtth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPIN Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 18,2019 111 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K5994292 J1901424 A01 GABLE 1 1 Job Reference (optional) Builders FirstSource ington, WA), 5-3-1 5-3-1 Arlington, WA - 98223, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 17 13:48:23 2019 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKF)-FhNCM2QcM W L80d?GgIIIhFLulzuarVU Dn h RvsOzPoE6 8-7-5 12-1-4 16-1-11 19-9-0 t_1112 23-4-5 27 4 12 30-10-11 I 34-2-15 I 39 6 0 3-4-3 3-5-15 4-0-7 3-7-5 I I 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 42-0-0 5x 8x8 i 2x4 II 2x4 11 2x4 11 7.00 12 3x10 3x8 II 4 2x4 11 16 15 10x10 = 6-11-3 12-1-4 6-11-3 5-2-1 3x10 = 7 14 8x16 MT2OHS = 51 3x8 II 9 8x8 2x4 II 2x4 II 2x4 II —Splt=1 9.5 13 12 5x8 = 10x10 = 27-4-12 32-6-13 39-6-0 15-3-8 5-2-1 8-11-3 10 Plate Offsets (X,Y)— [2:0-4-0,0-1-11], [4:0-7-0,0-0-8], [8:0-7-0,0-0-8], [10:0-4-0,0-1-11], [13:0-3-8,0-6-8], [15:0-3-8,0-6-8], [20:0-0-10,0-1-0], [36.0-0-10,0-1-0], [40:0-0-0,0-0-0], [40:0-0-0,0-0-0], [43:0-0-0,0-0-0], [43:0-0-0,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=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 0.84 BC 0.65 WB 0.69 Matrix-S DEFL. in (loc) 1/deft Lid Vert(LL) -0.51 13-15 >926 240 Vert(CT) -0.83 13-15 >567 180 Horz(CT) 0.05 10 n/a n/a Attic -0.22 13-15 822 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 348 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS ''Except* 1-3,9-11: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=2002/0-5-8, 10=2002/0-5-8 Max Horz 2=-214(LC 8) Max Gray 2=2265(LC 21), 10=2265(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3884/0, 3-4=-3660/0, 4-5=-2696/0, 5-6=-55/518, 6-7=-55/518, 7-8=-2696/0, 8-9=-3660/0, 9-10=-3885/0 BOT CHORD 2-16=0/3448, 15-16=0/3472, 13-15=0/2866, 12-13=0/3313, 10-12=0/3289 WEBS 5-17=-3387/0, 7-17=-3387/0, 4-15=0/1681, 8-13=0/1681, 3-15=1036/188, 9-13=-1036/190, 9-12=496/178,6-17=0/259, 3-16=-496/178 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25fl; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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/I-PI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; C1=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 10) ' 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. 11) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17; Wall dead load (5.0psf) on member(s).4-15, 8-13 12) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 13) Attic room checked for L/360 deflection. April 18,2019 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE 91/1-7473 rev. 16t)312015 BEFORE USE Design valid for use only with MiTe1Q5 connectors. This design is based only upon parameters shown, and is for an individual buildi g component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent 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 ANSVIPII Quality Criteria, OSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J1901424 L2-2853-3L Plan The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K5994292 thru K5994315 My license renewal date for the state of Washington is September 28, 2019. April 18,2019 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's 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 ANSITTPI-1, Chapter 2. 1-03-00 0 lh 2-06-00 coo 0 co ri E04 S06i (85) 2X4 VENTS (2) MUS26 nail with 6-10d into girder and 4-10d into carried truss (1) HGUS26-2 nail with 20-16d into B03 girder and 6- 16 into carried truss (10) HGUS26 nail with 20-10d into B03 girder and 6- 10d into carried truss (1)LUC26 (1)LUS24 8/12 6-06-00 5-06-00 30-00-00 7/12 2x4 continous ridge - by:others 7/12 4-ply B03 Requires Simpson LGT4 (by othees)for bearing enhancement 10-06-00 (10) HGUS26 24-06-00 VAULT 14-00-00 GARAGE 19-00-00 14-00-00 LUS24 F01 4-00-08 L. (2)MUS26 6/12 8/12 6-00-00 10-00-00 J01 J02 J03 J04 J05 J04 0 0 N 2-00-00 yBUILDER: Cary lang const. F-` PRD.IECT a L2-2853-3L Plan ADDRESS : Master - garage right Builders FrstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 'DATE.: 2014 SCALE: DRAWN BY Jane Ferderer d0"' J1901424 THIS IS A 'TRUSS PLACEMENT DIAGRAM ONLY Them trusses are designed av individual building components to be incorporated into the budding design at the specification of the building designer. See the individual design sheets for each cuss design identified n the placement drawing. The building designer i espmsible for temporary and permanent bracing o/'the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood misses. available front the Truss Plate liAtitute, 583 D`OnifioDrive, Madison, WI 53179 City of Tukwila Department of Community Development December 11, 2019 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0305 STERLING - LOT 4 - 5427 S 150TH ST Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Indicate any existing and proposed trees on site plan. If trees are to be removed as pL of project a tree permit will need to be obtained per Tukwila Municipal Code 18.54. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or either documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Frankie Alexander Permit Technician File No. D19-0305 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CITY OF TUKWILA Department of Community Development 6300 Sotahcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 TREE APPLICATION A. B. C. D. E. F. Tree Removal Work in Critical Root Zone Heritage Tree Removal EmergencyTree Removal/ Utility Work Sensitive Area Tree Removal Hilh/Extreme Risk Tree APPLICATION FOR STAFF USE ONLY Planner: File Number: L /9 ^ 0 f/ Application Complete Date: Project File Number: -0099 Application Incomplete Date: Other File Numbers: NAME OF PROJECT/DEVELOPMENT: Z. 41114' r lee No TYPE OF TREE PERMIT (CHECK APPROPRIATE BOX): A. Tree Removal for trees larger than 8-inches in diameter and on sites zoned single family and developed with a single-family dwelling; B. Work in the Critical Root Zone; C. Heritage Tree Removal or pruning of Heritage Tree over 20% of existing crown D. Emergency Tree Removal/Utility Work CORREVION E. Tree Removal in sensitive area outside of the shoreline jurisdiction. LTR# F. Extreme or high risk tree removal, ...—, BRIEF DESCRLYI ION OF PROJE LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. 51144- 5 /,-0 s-r-. k- 14- LIST ALL TAX LOT NUMBERS (this information may be found on your tax statement). e7-3_30(900 RECEIVED CITY OF TUKWILA DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the owner/applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlappP and • is the primary contact with the City to whom all notices and reports will be sent. Address: 71 Name: y 1-4 4-0 Co/v 5 r C 4-1.--e Phone: 296- r-3 -60 5- 5 E-mail: C' y Signature: CAUsers MCD-Admin\Docurneots \FormsTerrnits \Tree Permitdocx DEC 16 2019 POURER Date: lq 0 3 0 ,5 Page 3 of 7 PERMIT COORD COPY PLAIN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0305 PROJECT NAME: STERLING LOT 4 SITE ADDRESS: 5427 S 150 ST Original Plan Submittal X Response to Correction Letter # DATE: 12/16/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention M' ANN Planning Division Structural Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/17/19 Structural Review Required REVIEWER'S N TIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 01/ 4/20 Notation: REVIEWER'S INIl IALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Ej Staff Initials- 12/18/2013 9ERMIT MORD COP? 6 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0305 PROJECT NAME: STERLING LOT 4 SITE ADDRESS 5427 S 150TH ST X Original Plan Submittal _ Response to Correction DATE: 09/24/2019 Revision before Permit Issued Revision # after: Permit Issued DEPARTMENTS: AV) tA\.' Building Division e Works Pt1\n Oki v6 rt M co t))1; Fire Prevention P1nntng Division Structural Permit Coordinator II PRELIMINARY REVIEW: Not Applicable 1 (no approval/review required) DATE: 09/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: C APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 10/24/2019 Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: at, REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping DATE: 12/18/2013 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. /-//6//, 0 Response to Incomplete Letter # O Response to Correction Letter # Plan Check/Permit Number: D 1 9-03 05 1 O Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # Project Name: Sterling Lot 4 Project Address: Contact Person: Summary of Revision: VIq 5427 S 150th St /(44' Phone Number: C_o te 5 Ferri/N.: Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision Received at the City of Tukwila Permit Center by: 4st--- Entered in TRAKiT on RECEIVED CITY OF TUKWILP DEC 6 2019 PERMIT CENTER C:\Users\FrankieA\Desktop\Revision Submittal Form.doc Revised: August 2015 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Num ber(s) of Related Document(s): D19-0305 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 5427 S. 150th Street. 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, includ•ing•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 2 day of 3-6( tv , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Presiyle4A— 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 ei I D_O 1E A iv - oT4 + - • a. 4 teat.ikcJ 7 , OA. WAS1* •••• • I it illokwohy.s Not* Public in and for the State of Washington residing at My appointment expires 05/ DATED this GRANTEE: CITY of TUKWILA By: I ' Print Name: Henry Hash day of \Jai) Ca_ir „ 2020 Its: 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. Name: ,-\(.1(1//),;, NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: 0 5 ciI On Site Storm Maintenance Agreement For King County Parcel: #8733000094 Address: 5427 S 150th st Tukwila, WA 98168 Owner of 5427 S l 50thh St, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 6/12/2020. Subsequent owners shall incur responsibility. Signed: Cary Lang, Owner State of WA County of I 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 instrument, 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: 06, O f e,i, 0 \`\\\\\"\\%1111 cn q 7 % 4"s coo /�' i`�Op ? tt` ii,„ d9-2: WASH\ ItliWA\ON Name: J {G(.rie, ,/ t((f Notory Public in and for the State of LL/" Residing at: wK,..!: e"( My appointment expires: 0679 c/R,9 slaw )Labor & Industries (https://ini.wa.gov) Contractors CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFERANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County WA UBI No, Business type 601 231 391 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. L&I 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. r, 0 z 0 INSTALL INLET PROTECTION PER DETAIL THIS SHEET (TYP) _ W __ W Ui, W Ss - SS — `0 S, 150TH STREET W 2 Z Ca RIM=149.81 i 1E-145.44 6"PVC (S) N IE=143.44 24"RCP (E V) W W W -- W W -- s SS REFERENCE SHEET NO. N r }ns aec bcen t s �:;u<i o} ,ftc 'I,Slic SANDBAGS, OR EQUIVALENT C1 ,N`c tis Depst avant for conformance with current MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST Cit_ standards, Acceptance is subject to errors and OVERLAP A MINIMUM OF 12" AND f;'�Ssions which do not authorize violations of BE WEIGHTED OR TAPED adopted standards or ordinances. The responsibility CnCAIl1 for the adequacy of the deli n rests tot it ' h W U __4" V✓ 240.01' �0 h G GA4PHALT I oa BP aBP ' B YAtt p — — -- �i1M 149. - = - _ ------ 45-3 p ASPHALT 45.6 p ASPHALT EX, TREE ' p TO REMAIN & PROTE INSTALL TREE PROTECTION FENCE, 18" POPiag' ^ PER DETAIL THIS SHEET, 2" POPLAR' INSTALL SILT FENCE TO BE REM E �/ED (T1l ) PER DETAIL THIS SHEET ; _ INSTALL CONSTRUCTION ENTRANCE ' PER DETAIL THIS SHEET' ' - - CLEARING LIMIT 14 1'N (7,854 SF - 0.18 ACRE) 0 0 W N EXISTING BUILDING TEMPORARY' STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET INSTALL TREE PROTECTION FENCE PER DETAIL THIS SHEET r ,o ' IS" APPLE` .-f ' ` am em N88o2957"W 60.00'-------------- - SSMH RIM=152.32 CCTR. CHANNEL=144.53(W,E) + - W U - --- Ss -- — _ _ N 8 °30 G `, , G G —G --G N n� ELECd1�IC'AL V .Uf�'p d N a, d a CONC B 89� -- BP--"-- BP BP ° BP PROPERTY LINE RIGHT OF WAY LINE — — RIGHT OF WAY CENTERLINE — — ADJACENT PROPERTY LINE PROPERTY CORNER SET FENCE CIRCUMFERENCE I EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER CATCH BASIN GRATE OVERFLOW %\// \\� SOLID N FILTER MEDIA FOR DEWATERING POROUS BOTTOM g o a y wrt the d. designer. Additions, deletions or revisions to these 10.0' MAX. drawings after this date will void this acceptance O and will require a resubmittal of revised drawings for subsequent approval. _- Final acceptance is subject to field inspection by W The Public Works utilities inspector. �I iI I) �) (I I (�I 11 I� O W 00 Date: By; -I I (=III—_ 00 t2 K 2>�l�J� yJ`Nt �J==1J1 x � f� TOE IN SHEETING IN i-111—_) I I o ¢ C..) I — MINIMUM 4"X4" TRENCH I-1 I I=11 :D C/) 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.3.9:6 SCALE: NONE HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. I lil l i=1 ry = Q -�I—III _ =1� l z 6fl Q 0U cli S III —III —III —I PROVIDE ENERGY DISSIPATION r" AT TOE WHEN NEEDED PLASTIC COVERING DETAIL `O PER 2016 KCSWDM FIGURE C.3.4.A >— SCALE: NONE REVISIONS No c a;iae8 shall bE maOe. to the scope of work wnnoui ooc, approvai of the JOINTS IN FILTER FABRIC SHALL BE SPLICED Tukwila Budding Dlv,sionwnsr AT POSTS. USE STAPLES, WIRE RINGS, OR NOTE: Revisions will require a new plan EQUIVALENT TO ATTACH FABRIC TO POSTS. submittal and mav,ncivae acdifional plan review. 2" X 2" X 14 GA, WIRE OR EQUIVALENT, azsts �F STANDARD STRENGTH FABRIC USED ° REcrstER G SjDNAL' FILTER FABRIC r-n--------'°II-------- 11 N� I 6' MAX. Z 4" MIN POST SPACING MAY BE INCREASED TO 8' 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 _._... SEPARATE PERMIT REQUIRED FOR: PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE Mechanloial Etectricaal ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD E��S�\NGROPO R EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PERKING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE - 4" TO 8" QUARRY SPALLS SHEET 1 OF SHEETS UNDISTURBED L� GROUND = c c w 1V C �co �E op op I I N N N 0 to V O F- FILE Y P..l No. Plan review approval is subject to errors and omissions. Approval of construction documents does n01 authorize the violation of any adopted code or ordinance Recc��ip[ Of approved Field Copy and w 45,,n is ac wled e — By. C� Dare 2 2O G v or T„nwua euaowe oivisiow 100' MIN. nECEIVED CITY OF TUKWILA y DEC 16 2019 PERMIT CENTER 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES Z,1 CORREC ION LTR# 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 THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. PER 2016 KCSWDIM SCALE: NONE r N � r O Z CV m r O Z Z Z "`s Lu Y U •� i Lu o ck- Y I V1R 0 N EX. WATER MAIN EX. 8" SEWER MAIN EX. 24" STORM WW DRAIN W -- W CONNECT TO EX. 6" SSS ELECTRICAL VAUL� 7 ADJUST TO FINISH GRADE�AS NEEDED1 fbj] N EGA 1PHI"PO E ,10'x 10'PRIVA E�, E SIDE SEW IT 'EASEMENT INSTALL 14 LF 6" PV6,SIDE SEWER 2.00% MIN. ,UTILITY TRENCH (POWER & COMMUNICATION) 4" PERF. PVC FOOTING DRAIN_ (SLOPE TO DRAIN) 4" PVC F I �OOF DRAINJ BENCHMARK SEWER -M H ELEV=152.32 S. 150 STREET m REMOVE AND RECONSTRUCT SSATH RIM=152-32 RIM=149,81 4" THICK SIDEWALK CTR. CHANNEL=1 7E=745.44 E= 43.44 2) ',Of R(9�URB &GUTTER W W W —F7 CO TRI.XT2641DE W SS DRIV, WAY APPROACH --7 WITH 6" THICK N% ECTEX.bB-T 2'Wx,i,9Lx2D EL STRIP TR P GRAVEL P JJJ PER DETAIL 2 F. B EIP BP-�- 1ISSCO, IE=144.2i v.W 60, 00' LL '00" Im 149.89 ASP -7'G,`F:A6E Bk'AK.LINE' -131P ME TATED TRENCH & PATCHING /—,PER CITY OF TUKWILA STD. to V -, 3 ( 11 �1) T Z 0 W 1W StALET-WATERRMMETE- I J13Y,491iffly OF TUK LA) G h CONNECT TO EX D=5'(FIELD VERIFY) Bp EG=151.75 7 GAR4GE=151.00 I I.A. �� I 1 .1 il� T---------- I ------ 7 ------- cow) 68 PORCH SE !i I PROPOSED O=M STALL 9 LF PVC SIDE SEWER 2.00% MIN. x 10' PRIVATE )ESEWER PROPERTY LINE — — - — — - — B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ------------------ ROOF OVERHANG LINE PROPERTY CORNER FOUNDATION 4" CONCRETE PAVEMENT PROPOSED RESIDENCE PROPOSED DISPERSION &INFILTRATION TRENCH PARCEL NUMBER 8733000094 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL 5' MIN. FROM PROPERTY & ITMIN. FROM HOUSE FOUNDATION. PVC DOWNSPOUT DRAIN LINE r- FINISH GRADE %--4"PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A —A EXISTING BUILDING EARTHWORK VOLUME ESTIMATES: Y2 " WATER LOCATION ,E LINE SITE & FOUNDATION CUT (CY) 200 (SLOPE TO DRAIN) 1?rE=152.00 Know what's below. V SIDE INSTALL 60 LF 4" PVC 7 LF 4" SOLID PVC Qi Callbefore you dig. SEWER LATERAL FOOTING DRAIN I @ 7.00% 3 COLLECTOR @ 2.00% HORIZONTAL GRAPHIC SCALE 5% 10 5 0 5 10 1 inch = 10 ft. 5% 4" SSCO IE=148.48 r DS ---- -- DS ku R00F,0VERHANG EXISTING SMALL 6B OR AREA D \IN DOWNSPOOT (TYP) o haBUILDING RIM=1 .30 IE (N)=1 I I 10 LF 6" PVC SO .30 IE (S)=1 .20 — — — — — — — — — — — — 37 EF 4" PVC ROOF DRAIN COLLECTOR @ 1,00% 2' GRAVEL STRIP NSTR T DRYWELL, FOR F 7TING DRAIN ISLOPE x 41 x 41D) 'ER DETAIL 3 S E GENERAL NOTE 2 CONCRETE �E 7I. t A DRIVEWAY WASHED ROCK 3/4" -1 Y2" L — — — — — — — — — - — — — — — — — — — — I CB OR AREA DRAIN RIM=150.10 DRIVEWAY IE,{N)=148.10 GRAVEL STRIP DETAIL — — — — — — — — — — IE(W)=148.00 SCALE: NONE J 10 LF 6" :IVC SD 15 APPLE — — — — — — — --- Z0 @ 2.000/, MIN. FOR MORE SOIL INFORMATION, SEE JUNE 28, N8802957"W 60.00' -------------- -------- 2019 GEOTECHNICAL ENGINEERING REPORT EG=146.00 CONSTRUCT 34'LONG BASIC ROOF L MIGIZI GROUP, INC. P.O. BOX 44840 DISPERSION TRENCH EG=152.00 TACOMA, WA 98448 PER DETAIL I PHONE: 253-537-9400 FILL (CY) 200 SCALE: NONE These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by thePublic Works utilities inspector, Date: By-jO z DRYWELL FILLED WITH 3/4" - 1 112- WASHED GRAVEL AREA DRAIN HOUSE 0USE r . . . . . . . . FLOW 0 PLAN L -------- J SCALE: NONE 11 HOUSE H ZTOPSOIL-1 FLOW• 4"SOLI, 111 A. FOOTING DRAIN COLLECTOR AREA DRAIN 6" MIN. DIA. PIPE SIDES OF HOLE LINED WRIM rOMPKII MIN. VOR TABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL PROFILE SCALE: NONE FOOTING DRAIN DRYWELL DETAIL SCALE: NONE REFERENCE SHEET .5 SHEET NO. 2 CLEAN OUT WYE � —END CAP ORPLUG FROM PIPE C2 2 OF — 6" RIGID PERFORATED PIPE @ 0.0% / SHEETS NOTCHED GRADE BOARD 15.0'MIN A ROOF DRAIN 6" SOLID PIPE @ 1.0% MIN. CATCH BASIN OR AREA DRAIN WITH SOLID LID PLAN VIEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND GROUND SPLASH BLOCK BEND IF NEEDED - FINE MESH SCREEN ELrEVATM VIEW NTS GALVANIZED BOLTS--\ SOLID PIPE -6" RIGID PERFORATED PIPE LAID LEVEL FILTER FABRIC (TOP & SIDES ONLY) WASHED ROCK 3/4"- 1 112" I 00 UJ 00 0 a) Z Cl) ED — r.- C) �- M < I U) < CL W CO Z Lo < 0 Z W Z <'9:t 1-- L0 0 42815 PAU UJ 11bu 2 a go E 0�0 a, 0 Ln L.Ir rk NOTIM 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 9 in - 0) in F- 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. Z Z Z Z 3. SUPPORT POST SPACING AS REQUIRED BY SOIL N < < < < CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. r*J Ch 18"O.C.1 = nECEIVED CITY OF TUK UVILA 2" GRADE DEC 16 2019 2" d BOARD NOTCHES Z CJ 5: ROOF DRAIN PERMIT CENTER 0 0) ZE a LU cc C:, LU CD Z DISPERSION TRENCH DETAIL Z C-9 Z: M SCALE: NONE 1 V5 cal LU C3 U.] = 0 0 or: CL IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,197 SQ. FT. DRIVEWAY & WALKWAY 642 SQ. FT. TOTAL 2,839 SQ. FT. 2,83918,691=0.3267 X 100% = 32.67% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,197 SQ. FT. TOTAL 2,197 SQ. FT. 2,197 If 8,691=0.2528 X 100% = 25.28% MAX. BUILDING COVERAGE IN of 6 CRIMAMM, BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHEN APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PW FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 F'SF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE '15% RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 GROW SNOW WND DESIGN SEISMIC DESM SUDZCT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD 1-'4�T fi00D HAZARDS AIR FfMWA INDEX h1EAN "LIAL TEMP SPEED TOFPOGRAPIHIG SPECIAL WIND W ND -BORNE WE4 FRDBt LItNE TERMITE LOAD (MPH) EFFECTS REGION DEBRIS ZONE CATEGORY DEPRH REQUIRED 25 110 DVD2 MOD IS SLIGHT- TI NO LOOCAL. JURISDICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF (PERMIT SUBMITTAL: MFG. JET. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) MFG, TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) 0119 QaMRAi UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN 18 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 POP. EXTERIOR POOTNGS SHALL BEAR 15' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STFI NGN (f c) AT 28 DAYS TYPE OR LOCATIONS OF C*ICRM CONSTRICTION MODERATE WEATHERRYG POTENRIAL BASEMENT SLAM 4 NI ERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRICTURAL) 2Z00 pet SASEMQNT WALLS, FOINDATION WALLS, EXTERIOR WALLS 4 OtFER VERTICAL CONE WORK EXPOSED TO THE WEATHER 30M pat (5% to 1% air Bmrahied) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO TFE WEATHER 4 GARAGE FLOOR SLAB. 3OW pat (5% to 1% air witratflad) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 60. URO. (SEE STRUCTURAL) EQ&== BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN P OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UNO. WITH MIN. I' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA M4. TEND CUT SOLUTION BY WOLMANIZED WOOD) PER IRO 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. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE, DAMPENOOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED 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 HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARSING SHALL BE DAMPPROOMC N ACCORDANCE WITH ONE OF THE FOLLOWING: I. BITUMINOUS COATING 2, 3 POUNDS PER ea YO. OF ACRYLIC MODIFIED CEMENT. 3. Va' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C W1. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION, PAR31W. OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY, CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAiMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - N ALAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS AIRE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER O= (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. WALL$ SHALL BE WATERPROOPED N ACCORDANCE WITH ONE OF THE FOLLOWNG: 1. 2-PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING. 3. 6-MIL POLYVINYL CHLORIDE. 4.6-MIL POLYETHYLENE 5.40-MiL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. 1. Va' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. S. 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 PARSING$ TO SEAL tCF 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 THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FL00RWEILING ASSEMBLY, DFIAFTSTOPS SHALL BE NSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1p00 SQUARE FEET. DRAFTSTOPPNG SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILNG MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING iS SUSPENDED UNDER THE FLOOR FRAMING, 2. FLOOR FRAMING IS CONSTRUCTED OF TRIM -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPNG SHALL CONSIST OF MATERIALS LISTED N IRC SECTION R302.12J. FIREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKM 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 N WooD-FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: i. iN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOW& U. VERTICALLY AT THE CEILNG 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 STRIICsERS AT THE TOP AND BOTTOM OF THE R.N. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R302.1 612' GW B) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WINS 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 IRC SECTION R10031%. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DUELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A MREBLOM UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. GENERAL ALL MINIMUM NAILING SHALL BE N ACCORDANCE WITH IBC TABLE 2304,10.1 AND IRC TABLE R6023(l) UNLESS NOTED OTHERWISE. GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYfDSUM BOARD TABLE R10233 aF GYPStM BOARD OR WPM PANEL FRODUCTB APPLICATION t GYPSUM RD BOAOR WPM PANEL PRODUM TOFRAMING MAXL'IJ'I SPACING OF MUM LNG. 1'tEN [MGES 01W OF PASTEPERS [MCHEe) SIZE OF NAILS FOR APPLICATION TO WL= FRA'ING NAILS Wle adlvivm SCREWS CEILING PERPENDICULAR IS 1 Q 0 34c4E, 1-1/4' LONG, H/64' HEAD, 01M' DIA.1-V4' LONG, ANNL.AR- RMED, OR 4d: COOLER NAIL, C~DIA. I-3/S' LCNG,'IM2' HEM. WALL ETHER DIRECTION B. S ib � CEILM3 EITHER DIRECTION 16 1 Q 13 GAGE, 1-31a' LONG, 1516W HEAD, CAW DIA. 1.1/4' LONG, AJaL.AR- R14W, OR ad COOLER NAIL, CZ&6* VIA.1-SS,• LONG, IDY" HEM, OR GYP&M 00A W NAILCMIS' PIA. i-1W LONG, SM2' HEAD. CEILMG W41.1. PERPENDIGIL,4R EITHER DIRECTION 24 24 T S Q t2 WALL EITHER DIRECTION 16 S 16 CEILING EITHER DIRECTION 15 T Q 13 GAGE. i-$ae' LGH% 1e(E4' HEAD, DOW DIA. i-3/S' . RSYsE77, OR bd COOLER MAIL, COW, DIA.1-Tle' LONG, V4' HEANAaA"0.OAR- R NAI 0'... B• - M• 13/ CEILNG PERPENDICULAR 24 1 Q X AT CI"G RAt3LE 44M$Aa' TH PERPENDICULAR 24 6 6 LONG bd COATED NAILS OR EGUIVALENT DRYWALL eCFOM SCREtUB SHALL COMPLY W1% SECTION R1023Di WALL EITHER VI}E'CI LN 24 S Q B i-5/6 , COSS' CIA, I-3/S' LONG, AMLLAR- RhY3®, OR bd COOLEfA:NAIL. 0ID92` DIA, 1-VS' LONG V4' HEMi OR W41L EITHER DItECT10N K 8 APPLICATION WITH ADHESIVE CEILMG PERPENDICULAR 16 16 16 SANE AS ABOVE FOR 3/8' GYM" BOARD AND GYPSUM PANEL PRDOWTS- WALL ETHER DIRECTION r6 M 24 CEILING EITHER DIRECTION 16 IS 16 SA'E AS ABOVE FOR W''AND $/6' GYPS M BOARD AND GYPSUM PANEL PAODUCM RESPECTINIY. CEILING PERPIMICULAR 24 Q 16 WALL EITHER DIRECTION 24 16 24 TIW CEILING PERPENDICULAR 16 W I6 BABE PLY NAILED AS ABOVE FOR.�jj' GYPSUM BOAlatfl AND GYP'B�iM 3M � � PANEL PRODUCM FACE MY INSTbLLEP LOTH ADHESNE WALL EITHER DIRECTION 24 24 24 FAS MMgIII 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 SPECFiCATION FOR UIOOD CONSTRUCTION (NDS) 8d COMMON (0.131- PIA, 2-I/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10d COMMA (0.14W DIA, 3' LONG) LOCI BOX (0.128' PIA, 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0D86- DIA., i-5/8' LONG ), 6d COOLER MOW' DIA, 1-1/8' LONG) LUMBER 58Anea FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WDPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARL OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: 2X4 WOOD TYPE: W 41 - Pb•850 pat, Pv-15 pet, Fa-1300 pat, E-1200000pal 2Xb OR LARGER HF 02 - Fb-850 psi, Fv-15 pet, Pa-1300 pat, E-1200000pat IBM- 4X DF-L 02 - Fb-WO pat, Fv-SS pet, Fc-13W pat, E-160000OP61 6X OR LARGER DF-L 01 - Fb-815 pal, Pv-85 pat, FC.600 pal, E-1300000pe1 STUDB 2X4 HF 02 - Fb-850 pat, Fv15 pet, Pc-1300 pat, E.1200000Pa1 2X6 OR LARGER He 12 - Pb-850 pal, Fv.15 pat, Fc-1300 pat, E-1200000pai FYJ3t9 4X4 HF 02 - Fb-wo poi, Pv-95 pal, FC-1350 pat, E-1600000pat 4X6 OR LARGER He 01 - FC.%= pal, Fv-W psi, Fc-1350 pet, E-1600000Pa1 6X6 OR LARGER DF-L e1 - Po•100 pal, Fv-W pat, FC-415 pat, E-1300000p6t 6X6 OR LARGER DF-L V2 - Fb•100 pal, Fv-85 pal, PC•415 Pei, E-1300000p61 GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTNUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Pb - 2400 PSI, Fv • 165 MI, Fr - 650 PSI (PERPENDICULAR), E - 1)3001000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWNGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION N ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb - 2,WO PSI, Pv - 2W PSI, Fr- - 150 PSI (PERPENDICULAR), E - 2000000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb - 2,600 PSi, Fv - 285 PSI, PC - 150 PSI (PERPENDICULAR), E - 1,SWOW PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Pb - 1,100 PSI, Fv - 400 PSI, PC - 680 PSI (PERPENDICULAR), E • I,3000M 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., PREFABRCATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED N THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARNG WALLS SHALL BE HELD AWAY PROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON OTC) TO ENSURE THAT THE TRIES BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER T14E TRUSS DESIGN DRAWINGS. TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/I6' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' OO. a PANEL EDGES AND 12' O.G. IN FIELD UNO. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24116 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' OG. a PANEL EDGES AND 12' O.G. 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 N SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLA8HNG8 SHALL BE INSTALLED AT ALL O° THE FOLLOWING LOCATIONS: i. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH PRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS O° 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 O° WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-N GUTTERS. PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FNISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN NSTALLATiON 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 THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED N EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY NTO 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 8Q FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF SO SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5D SQ. FT. MINIMUM OPENING HEIGHT: THE MR NET CLEAR OFSNR43S HEIGHT SHALL BE 24 INCHES. MINIMUM OPENFYz WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWNG LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R308.4 1. GLAZING N DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BFOLD DOOR ASSEMBLIES PER IRO SECTION R3084.1. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRO SECTION R30842. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN S SQ. 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 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRO SECTION R30843. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION R30S44. S. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTANING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE 50TTOM.EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION R30845. 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 RAMP°P PER IRC SECTION R3084b. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN ISO DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION R3084.1. FLAME SPREAD AND SMOKE -DEVELOPED NDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS R302.10.1 THROUGH R302.105. R302JVJ INSULATION INSULATION MATERALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAILL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 U-IERE 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 OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT iS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CAN/ULC S1022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION MIS. R302JO2 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED N 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 R.S=J0J WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC S1022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R302.103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR PARTS 120Z AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPSC I6 CFR PARTS 120E AND 1404. R302.10J EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL. RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER R302J05 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE N ACCORDANCE WITH ASTM E 810. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AiR LEAKAGE. R102.1 VAPOR RETARDERS, CLASS I OR It VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS N CLIMATE ZONES 5, 6,1, 8, AND MARNE 4. EXCEPTIONS: 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.13 CLASS Ill VAPOR RETARDERS CLASS ill VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS IN TABLE M02.1.1 IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS, THE VAPOR RETARDER CLASS SHALL BE BASED CN THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT-FACED FIBERGLASS BATTS. CLASS III: LATEX OR ENAMEL PAINT. R102.13 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 BEPERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(ll. 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE R103U34. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R4024 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. R4024.12 TESTING THE BUILDING OR DWELLING 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 IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LiST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILM/ROCF, WALLS, FOUNDATION (BLAB, 6£LOW-GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES: U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS PROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVF-NTEP ROOM HEATER ELECTRIC PURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED N THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTED 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 LEAKAGGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC, R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. WILDING AIR LEAKAGE TESTING 2015 WSEC SEC, R4024 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRICTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R4024.1 THROUGH R40244. RODENT PROOFING: 2015 LNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN NLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS V2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED N SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PtPE$ PROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILIT W 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 V2 OF AN NCH IN THE LEAST DIMENSION. WATER HAMMER 60e.10(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE NSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(S) TO ABSORB HIGH PRESSURES RESULTNCG FROM THE QUICK CLOSING OF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. UJSEC SECTION R404 LIGHTNG EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIG44TM FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING, THE LIGHT SOURCE SHALL BE CAPABLE O° 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 WHEN THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL O° LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC RW" 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 PROM THE BUILDING WiRNG. 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. PER SEC R602b DRILLING AND NOTCHING O' STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHINGG, ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE OUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OG THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN % INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED N THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED N 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 R60230). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHNGG OF TOP PLATE. PER SEC R602b1 WHEN PIPNG OR DUCTWORG IS PLACED IN OR PARTLY IN AN EXTERIOR:,:.,,^GI;j r� WALL OR INTERIOR LOAD-BEARNG WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORRE THAN t50P -)I- TI tK1h PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0054 NCH THICK AND 1-V2' NCI -ES WIDE SHALL Be FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MINIMUM LENGTH OF INCHESPE AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE PiGURRE IR602 P ( 2 1201ER EXCEPTION: RFI?MIT CENT] WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. 4 iv Gel O cd REVIEWED FD FOWE R CODE COMPLiANCE APPROVED JAN 16 2020 City Of Tukwila BUILDING DIVISION COVED Ssr 2 7 2G19 PUBLILA IC WORKS 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was desii ,red to be marketed throuut 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 am- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2.2853-3R _. Date:._..._ 2015 S VENTILATION GA!_GU!_ATiONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF *REQUIRED VENTILATION PROVIDED BY EAVE VENTING, VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF I/ib' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS 14AVNG A LEAST DIMENSION LARGER THAN i/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16, MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CORM TO T14E REQUIREMENTS OF SECTION ROM.I. 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 AfEA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHEN EAVE OR G.ORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A i-NCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: (AREA 1) /165 Sa FT. OF ATTIC - 488 Sa F. PROVIDED BY 0 OF VENTILATION RECU RED (103 SQ INCHES) �Gj AF50 ROOF VENTS, (50 4 N. PER VENT) UPPER VENTS - 352 Sq, Rn (8 AF50 VENTS) NOTE- PAVE VENTMs PROVIDED BY (4)-2 1/8' DIAMETER LOWER VENTS - 352 Sq.11t 'BIRD HOLES' PER EAVE BLOCK 30 EAVE VENTS x 12' PER BLOCK - 360 Sq. In (4)-2 VV DIA HOLES - 14.16 N. is w/O MESH NFA, w/ MESH - 12' Sq. in PER BLOCK LOWER ROOF - G,4RACxE• (AREA 2) 308 SQ Ft OF ATTIC AREA13W - 103 Sa FT. OF VENTILATION REQUIRED (148 SQ INCHES) UPPER VENTS - 14 N. Im (2 AF30 VENTS) LOWER VENTS - 14 N. h 1 EAVE VENTS x 12' FER BLOCK - 64 Sq. in LOWER ROOF - COVERED PORCH: (AREA 3) 65 SA. Fr. OF ATTIC ARE - 18 SQ FT. NOTE: UPPER ROOF VETTING FWADED BY OF VENTILATION REQUIRED (26 SQ INCHES) COR-A-VENT ROOF-2-WALL VENT PAYE VENTS - 26 N. h (85 SR M. PER LINEAL FT) 3 EAVE YEWS x 12' MR BLOCK - 36 Sq. Irt LIPFER VENTS - 26 Sq. h (CONT. ROOF-2-WALL YENT) 8B SQ IN, X 2 LF(TRUSS BAY)- T1 SQ N. PER TRUSS BAY 26 SQ N. REQUIRED/ 11 SQ. N- I BAY COR-A-VENT CONTINU ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. FREE VENTILATION AP PER LINEAL FOOT. (CUT V WIDE CLEAR S N ROOF DECK AT OR NEAR THE TOP.) \/ENTILATION fREQU1fREt**1ENT6 a®mtr 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 O-UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE O- IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATAE CONTRG�L T14E PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION O- TEMPERATURE WSEC SEC. 403A VENTILATION EVERY FACTORY.: BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQURMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST PONT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' O- THE VENT. UTILITY ROOM NOTESR'tAKE UP: AIR I. WHEN THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET iS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ INCHES FOR MAKE UP AIR SHALL BE PROVIDED iN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS, c D= - t00 60 INCH TRANSFER GRILL PER IRO G2438fi (614.6) AS AMENDED BY WASHihk"sTON STATE M1501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL ISE DESIGNED IN ACCORDANCE WITH THIS SECTION. MISO12 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AiR FROM BATHROOMS AND TOILET ROOMS 814ALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.1 THROUGH M150133. M150T3.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M0013A, 1115013,5, M15013.6 OR M15013.1, COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. M150132 CONTROL AND OPERATION! i. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING: INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER<OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. :LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE -HOUSE ""VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND 6E EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE O- OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENEfgGY-CON8UMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING: INSTRUCTIONS).' S. INTERMITTENT WHOLE -HOUSE: VENTILATION SYSTEMS. INTERMITTENT W14OLE-HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING 5.i THEY SHALL BE CAPABLE OF OP£RATNGs INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE O- OPERATING THE EXHAUST FANS, FORGED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGiZNG OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5A THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 516 5:1 AT THE TIME O- 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 READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M150132.1 OPERATING NSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTNUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE MiW33(t). 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 O- EACH 4-HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). M15013,5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORG:EIa-AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM W41CH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE !REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. M150135OLE_ .I INTEGRATED WHJHOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORGED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCt CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A PONT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AiR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SMALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL ME EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M15013-52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. MIW353 OUTDOOR AIR INLETS. NLETS 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: 1. CLOSER THAN tO FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION 4. A ROOM OR SPACE HAVING ANY FUEL-BIURNW C* APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. MI501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, NDOOR 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 DETERMNED IN ACCORDANCE WITH TABLE Mi501A. $EC. MI501 M501.4J LOCAL EXHAUSTfANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 aft AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 eft AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI IZ16 (APRIL iSSS) OR AMCA 210, EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 18 USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfm AT 0.10 INCHES WATER GAUGE. M1501A2 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. J .._ _!�.1 I►l,. .... ,,....=4.�! ,.:r ,r�.... ,_• _',., % WaMT 25% 33% 50% 66% 15% 100% 14-HOUR FACTOR 4 3 2 1.5 13 iD AREA TO BE EXHAUSTED I EXHAUST RATES 100 ofm INTERMITTENT OR 25 afm CONTINUOUS BATHROOMS -TOILET RRMS MECHANICAL EXHAUST LAUNDRY ROOMS CAPACITY OF INDOOR SWIMMING 50 aft INTERMITTENT POOLS 4 SPAS OR 20 efm CONTINUOUS M RAMX == =Ml&=t 2015 WSEC.- 3.5 ENER3Y CREDITS !REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5C - 3.5 CREDITS) to - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402A WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U-028 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R4021.4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (lID CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 34%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM ,481E or S2% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING* (05 CREDIT) - ALL SHOWERI-EAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.SI OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS O° 85 THERMS OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE O= 03-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF O- 2.0 AND MEETING* THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. RECEIi, s:C) CiTY OF TUKbVN SEP 2 lR 2019 HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING PERMIT CENTER BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. R31S.1 ®O1 C05 = a W : zM A ZU s N Az z b O REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City Of TUkwila BUILDING DIVISION RECEIVED SEE 2 7 2019 TUKWILA PUBLIC WORKS 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 piece reviewed by a lic- ensed builder and struct- ural angineer for compW- cars to specific site can- ditiona. 4. These plans should act be altered by other than a jqualified designer, archi- ct, or structural engineer. I Plan No: L2-2853-3R Date: 2015 2x6 EXTERIOR WALL — 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, FIRE -FINISHED CONTINUOUS — SHEETMETAL FLASHING, TYP. COMP, ROOFING OVER VAPOF BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN BARRIER OVERSTANT SHEATHIN& OR SUBSTRATE FINISH SIDING SSM TRIM FLASHINS WITH 3" MIN. VERTICAL LES ORIZONTAL WOOD TRIM SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER NTB_ MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.13 AND THE RE= REMENTS IN SECTIONS 12.1 AND 123 OF TMS 402/ACI 830/ASCE S. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF TMS 602/ACI 530MASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. - CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OF MINIMUM OF 12 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 00IS-INCH OR 26-GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 312 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF I INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALL IN ACCORDANCE WITH SECTION R103.4. - WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION! R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE CYTCOI/'fO /='rLl= AT'r A/`ll IT =1 Akl -C I T— A-1 �® I L(�\ /�t�) ® HOUSE NUMBERS TO BE VISIBLE < OOPYRIQHT 2010 1—T Y LEGIBLE WITH CONTND FROM THE NG STREET Landmark Deoign Ino. BFF?ONTII�K}ROtHE HOUSFROI`iETHE STREET au RIGHTS RESERVED ADDRESS NUMBER SHALL BE MIN. 4' HIGH t A MIN. STROKE WIDTH OF 1/2' PER SEC. R31441 Q CITY OF TIIKWIL, SEES 2 4 2019 PERMIT CENTER R 1✓l '~ Q E a4 'tj Z.9 ® Gail ®C E ` z� Z7 H NE REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION RhECEIVED SCP 2 7 2019 TUKWILA PUBLIC WORKS 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan wes 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 d by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be attend by other than a qualified designer, archi— tecl, or structural engineer. ' Plan No: ' L2-2853-3R Date: S-13-113 H 30.-0. XO EGRESS R4S 6'IBDE-IN W.1 G I St EF. S' GLG ® 50 GFM b MSTR BAtTtf j 8' CLG. I fL MASTER BEaROOM s z' 8' CLG. _ EF ®lollI >� 5' TUB W/ EF 110Y r I D I ` SHWR m --- 50 CFMI V T I50 m CR1-- \ I L ifi 0 - in BATH BP� I ® m 2 O 10 - 7' 2 - 8'-2}' -11 -II I gD• I BE OM 2 �r 9 $ G I LiN In WALL -- -_ --_ 0 _ 110V ARCH - : - S.D. Q 0 STOR 0 CLOSET C T. H D '- 16 R \ 61 Xz LOFT OPEN TO BELOW n a cLG. 7 d) a Ila U 0 4', c . 0� 11'-0' q 15 R `A e - s _ i- C t SHELF --- " --- --- IN 4/0x2 0 FX (�B•P. Q - e w ®gP S.D. SD. BEaROOM $ I ZrAcE OF WALL FLUSH w/ GIRDER TR41SS ABOVE S CLG. 4 oS BEaR{JOM VAULTED CLG. iv f I \ ; EGRESS o: \\ 4/0x4 XO it o E ." • INTERIOR STAIRWAY ILLI.�"9NATION PER INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANION SS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRINGS. 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 LANDNGS. 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 WHEN REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGP14TM IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEG R303B IF;r_ 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'S 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. LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 15 INCHES FROM TOP OF THRESHOLD. (R3113.1) INDIVIDUAL SHOWER AND TUB -SHOWER COMBINATION CONTROL VALVES PER 2015 UPC 4083 SHOWERS AND TUB -SHOWER COMBINATIONS SHALL BE PROVIDED WITH NDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT PROVIDE SCALD AND THERMAL SHOCK PROTECTION FOR THE RATED FLOW RATE OF THE INSTALLED SHOWERHEAD. THESE VALVES SHALL BE INSTALLED AT THE PONT OF USE AND IN ACCORDANCE WITH ASSE 1016 OR AWE 112JS.I/CS 5125.1 LIMITATION OF HOT WATER N BATHTUBS AND WHIRLPOOL BATHTUBS PER 2015 UPC 40S5 THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM THE BATHTUB AND WHIRLPOOL BATHTUB FILLER SHALL BE LIMITED TO 1207 BY A DEVICE THAT tS IN ACCORDANCE WITH ASSE 1010 OR CSA 151253. THE WATER HEATER T44EWOSTAT SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION. 4'_2j' 4'-0' 4'-0' 3'-A' T'_3• 11_3. 2,_6. T,_6. Qo N 6/0x5/ XOX ME IC! I( J1 AL FIREPLACE GOYE a" I( ( INSTAL L PER MFIR PO I I ance. PROVIDE d' CSC SQ, N. OUTSIDE AI IL �D.v. aININ6 ROOM 16x5/ FX 510xS 0 XO 2/6 /0 FX FINAL T-Oxe/0 SGD i I BUILT-IN METAL FIREPLACE I I DWI INSTALL PER MFR Q I _ SPECS. PROVIDE 6' CGREArT ROOM O SQ. IN. OUTSIDE AIR 9' CLG. i KS _JT4 lH EN ED l� ,. ..3 D V. 2' 0' W i SINK O I i I WA50VE IoOCTT-IN L � BU1 1�OS ER T'_0 8'_3. 4'_0• 3_ . T'_g. O ARCH 2X6 WA �l ARCH _ ;1 Ul R I I �i 1 "s eD I- 2kbL ;t UP C I `I33C" i i o TYP a 1 I aEN �' \ \\ \ , 9I ' CLG. \\`\ilu 42 GUARD RAILI PER t RC 1 YP. ENTRYI OPEN TO J ABOVE \ ®v�\ SELF CLOSING I WOOD STEEL DOOR �j 20 MIN. RATED WALL MOUNTED GAS HOT WATER SYSTEM MIN. I s \\\� 50 CFM iv ; (ENERGY FACTOR-0.91) I iv CovEREa i PORCH i GONG. 10'-0' ` 6ARA6E USE I/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE I ' ' ON CEILINGS. WRAP ALL EXPOSED POSTS - - - - - - - - -, AND BEAMS IN 1/2' GWB E' I I I .Q L_-.----------------J 1- ol NO DUCT OPENINGS 0 IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. : 8/0 x /0 O.H. DOOR 8-3' R.O. 1610 x 9/0 OJ-4. DOOR 16'-3' R.O. 4'-6' 5'-5' 40'-0' MAIN FLOOR: UFFER FLOOR: UFFER ATTIC: TOTAL: SPAR GE: FRONT FORCH; REAR PORCH: 1065 SO. FT. 1522 90. FT. 468 SO. FT. 2555 90. FT. 5411 50. FT. "TO 50. FT. IOq 50. FT. COPYRIGHT 2010 Landmark Doelgn Inc. ALL RIGHTS FESERVED WHOLE HOUSE VENTILATION: INTEGRATED - INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(l) 4 150133(2) FOR FAN SIZING AND RUN TIMES GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2O15,IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. `Q 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAM. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM IO G.PM FLOW. -� 1. ALL GLAZING WITHIN rPW ABOVE DRAIN INLET TO N BE SAFETY GLASS. S. 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 r 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 m` SUCH A MANNER THAT ACTUATION OF ONE ALARM \\ Ujk ACTIVATE ALL OF THE ALARMS IN THE o INDIVIDUAL UNIT. \o °%\\\Lkh SMOKE ALARM -CARBON MONOXIDE COMBO. G 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. P315 AN APPROVED CARBON MONOXIDE ALARM SHALL 0 BE INSTALLED ON EACH FLOOR 4 OUTSIDE Or- 2 t EACH SLEEPING AREA IN THE IMMEDIATE VICINITY ;n 'n OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. -W' 11. INSULATE ALL WATER PIPES PER UPC SEC 312.6 MINIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. 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 70 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, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE ,AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING 0 MEMBER. WHERE THE FRAMING MEMBER THAT THE 9 PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC M1502A.511, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET00,6681rdn) FROM THE 18 AUG TRACER CONNECTION TO THE TRANSITION DUCT FROM THE MID AT NON- DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS WATER SERVICE ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST �s PER UPC 6049. DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE M1502.45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. Ia. CAVITIES WITHIN CORNERS AND HEADERS Or - FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1, UTILTI' ROOM NOTES/MAKE UP AIR: PER IRC G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2• INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENINGS 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 APPR MEANS. c � :i - 100 SQ INCH TRANSFER GRILL Z)v�- bi 0 T SEP 2 7 28,8 TUKWII A PUBLIC WORKS RECEIVED CITY OF TUKWIL SEP 2 412019 PERMIT CENTER REVIEWELi FOR CODE COMPLIANCE APPROVED JAN 16 2020 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 plans viewed by a lic- ensed builder cad struct- ural engineer for compli- dittonso specific site eon- 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2853-3R Date: 4-18-IS 16/ 4 T �1, - I(- ��)— INTS a N a IN 2' AIR SPACE CONC. SLAM, MVF-NT WOOD TO CONC. CONTACT W1 )NT. FLASHING OR APPROVED MEMBRANE 'UI3 04 BARS INTO CONC. SLAB e 181 OZ. NEC 250.62 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 0 &X& Pr POST EC= C, elw'=. I TUCHIC Lu A771C FLOOR FRAMIN6 FLAM 011 0 t-10 M161D INSULATION P SHACW EXTEIRIO AREA) E OP WALL 4X HEADER KIN& STUD EXTERIOR PLYAO0V TRIMMER HE — _arc r;)ERANSULATION 1;)ETAIL NTS LSTA36 - WOR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) LSTA30- BEAM TO TOP PLATE 2 0 62 It 52.0 Silk x 15 GLS 3'T212 GLB ---- --- --- LISTABS, - 4DR 4 SILL -4-:!Xro fl 3x mcr-Kil,&- 2 P AC B 6) 2,,)To C X X U& -LU �219) W Uk ;EI T, X . . . . . . . . . . X (FLUSH) -------------------------------------- ------------------- ------------ FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer cf record shall verify soils condition and provide an inspection repo prepared and signed by the Geotech enngineer. Geotech report shall verify that soils conditions cluding 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. 141\1 --ok, W, 04 -M Xn iW �rk a Ei \_HT820 BM - TOP PLATE PT POST W/ �6X6 CCQ CAP :jA CHAMPF-ER TOP TO MATCH ROOF SHEATHING 5ECQN� FLOOR FRAMING PLAN" 1/4 It= I I -of. (TYf1 OF 2) FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AM NAILED W/8k:1 NAILS 0 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4X5 DF 42, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD, rp. 0 MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE ro, a REFER TO SHEAR WALL SCHEDULE. FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN 0MTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4xI0 PFL 02 ON 4x4 POSTS (4)(6 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. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 4X12 1. PROVIDE MINIMUM 1e'-24' CRAWL ACCESS. -CRAWL ACCESS WATCHES OR DOORS SHALL 13S WSATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. +OUNDATION VENTS SHALL ME PLACED $0 THAT THE TOP Or THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 'B. INTERIOR GRADE Or CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER. 10. PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11, .4 INDICATES 'SIMPSON' WOLDDoM 12, 1SEE SWEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SHT S1.0). to &X6O P.T. SPOE 4ST ATOP CEBA 50 3S'x3&'x12' W1 4-04 BARS EM. NO, 4' CONC. SLAB OVER SAND 4' AND COMPACT GRAVEL BASE -7 '2 rA-\1-3-"\Ty D' 5'-3 51-3 2 -4 0 4 BARS XSIoj Is, O.C. I Is 3 Tyr ---- ----- - 4'- ' -4111C 4 -4- 4'- 4 2.1 MIN- 629) SRIN' 5 777FT 4XI9 T' P. C RA ULe FIAI ^Ira 11\1161 VA T CILOUR \11011R114-42 IIL �Ng !��,!120'L BA SP,�GE ILICIS 12[ e]5�7 313 - V ".1- .2 -'�g 3'1 F , T 40 EYE 321> 2' I 611 14 \ DBL Tr W =3 LOCI<OU FOR X iN p" L T- 11121>4 42X* 42'x42'xS' IQ C ONC M 14 CONCRETE FTG. 5 S 2 Ul 5-04 EA. WAY LL (4-0, W"yj 4 5A" to, O.C. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 31 TO DOORS L L -J 15 F &X6 P.T. POST W C5Q BASE W) ON 42'x42'xl2' j CCFTG. 4x4 P.T. POST W/ 5-04MREEATE WAY W/ P5 BASE ON 24'x24'xl2' CONCRETE FTG. (2 PLACES) ;-0', 4'-6' 1 L— — — — — — L 4j IV-0' F'- 101-01 s'-w 51-61 -40'-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 A -..A -% --,% ;V j 0 i I FQUNr�A710N FLAN Dfi. DUVRECEIVE® SEEP 2 7 2019 STWO EDGE DISTANCE 1-1/2' MIN ALDER TO DETERMINE IF STI4D OR STWO/PJ 18 APPROPRIATE. TUKWILA 12'MIN" AWAY FROM 140LDOJNS PUBLIC WORKS COPYRIGHT 20117 VENTILATION RECEIVED Landmark Design Inc. I ALL RIGMS FMSERIW CRAWL SPACE VENTILATION CITY OF TLJKWll- USE 3' x 3' x 1/4' TOTAL NET FREE AREA REQ'D 10631150 - 10S SQ. FT. SEP 2 112019 GALVANIZED STEEL PROVIDE SCREENED VENTS SQUARE PLATE FOR VENTILATION PERIMP* GENT11,19 WASHERS FOR ALL 11 VENTS REQ'D ANCHOR BOLTS 1 Z 'Z CODREEVIEWEIFOR COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder must =&y all dimensions before proceeding with construction. 2. Tbi' throughout plan was designed to be marketed many """i-i""Idesa purchaser must verify compliance with all Zeal applicable building codes where the a to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site cor- ditions, 4. These plans should net be altered by other than a qualified archi- tect , r .tructural engineer. Plan No: L2-2853-3R Date: 4-la-IS ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 4091.4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MOIRE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF: REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHEN CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE O° ROOF RAFTERS SHALL NAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE O° RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS O° VI6' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 114' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION O= Vlb' MINIMUM AND 114' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFOiRM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 O° THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR, NOT LESS THAN A I -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SWEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS ROOF OVERFRAME NOTES: IRC SEC R8023 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE D SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4xS OF *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WIR-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 ANC THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. R801.1. -ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRC SEC RS02. 6. QA REFER TO SHEAR WALL SCHEDULE. MANUFACTURED TRUSSES MANLFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON SITE AT TIME OF INSPECTION, FOR THE INSPECTORS USE AND REFERENCE 0 _ 4X12 CICPLA BUILT NTO S �_SSEE ORM SES D TAI I! M 41� B FN 12 MIN. ACCI 22,X3 SS ' ATTI R IR�G3 gSL ,WTI -- -� -- _-- _ S 1CAC rlc� --- - J o I Q V12) LU :7 ` 8 �19<12 \\ APPLIANCES IN ATTIC NOTES: PER 2015 IRC1M13mi-S 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MOIRE 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 O= 20 INCHES BY 30 INCHES, AND LARt33E 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 WIPE FOR ITS.ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 3S. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-413 INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/49 4 1-LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FUIR NACE TO EXTERIOR FOR DRAINAGE. E SECTION DETAIL A-6) 'vN I . LDL. I VT- t-6^ I = it-10 KIND INSULATION SHAPED1 ARLPJ 1!OP WALL 4X HEADER KINS STUD EXTERIOR PLYN100D TRIMMER HEAr;�ERA NSULATI ON i:�ETA I L NTS cn \�\ v CABINET CABINETT ;, FACE OPT BATH \ DOOR\ SLOPED CEILING EF. r Ilko \ \ \ —— — —— 0 CRI — - �,— — — — — — — — — -----_ —�7 � S \ ,,000Ej X a1 2'-4- 4,-S �_5D.. i- X PLAYROOM 8' GLG. 9 e 36' WALL WI-0ON WOOD GAP m m 1 SLOPED CEILING �T PACE DOOR 1/4"=11-01. C -s o0s, COPYRIGHT 2017 Landmark D4lal®n Inc. ALL FIGHTS 1?ESERVED NOTE- - BEARING* OR EXTERIOR WALL FASTENERS FOR TREATED NOTCH 25%, BORING 40%. WOOD TO BE HOT -DIPPED - 60% BORING IF DOUBLED 4 GALVANIZED, STAINLESS LESS OR EQUAL SUCCESSIVE STUDS. STEEL, SILICONE, BRONZE - NON -BEARING MAXIMUM NOTCH OR COPPER 405P., BORING* 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED SEP 2 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF T UK`NILA STEP 2 4 2019 PE NUT CENTER O z 09 Av4 an AVl o b Z6 a. N� Nx a REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City Of TUkwila BUILDING DIVISION 1. Contrector or builder moat 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 then a qualified designer, archi— tect, or structural engineer. Plan No: L2-2853-3R Date: 4-18-IS I�l 2x6 42 OF STUDS G I6' O.G. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLA A SINGLE STUD. INSTALL 2x6 WOOD STUD HORIZ. AS GROSS -BRACING POSITIONED MID -HEIGHT OF THE WALL. TYPE 'X' GW8 APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED 114, CUP -HEAD DRYWALL NAILS W/m915' SHANK DIA. 4 114' HEAD DIA. SPACED a' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED 111/02 COATS OF GYPSUM COMPOUND. A MIN. 2' PAPER PLASTIC OR FIBERGLASS TAPE MUST BE EMBEDDED IN FIRST LAYER OF COUMPOL ND OVER WALLBOARD JOINTS. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2xS FASCIA BOARD W6' LP®FLAMEBLOCKSFIRE-RATED OSB SHEATHING Wn5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY WIHORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6d COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' O.0 IN THE FIELD. 5V2' THICK NOMINAL 3 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD STUDS, CROSS -BRACING 4 TOP/BOTTOM PLATES. TAR6m BOARD NO TRYSa y6• DGNBSLA6S SHEATHINS TA6' OW OHOATHINB '7A6' LP PLAMISIl.00K SIDING 2X6 WALL STUD WEATHER BARRIER FASTENED OVER THE GABLE END F I Ri!6ALL 17ETAI L SHEATHING USING SUFFICIENT FASTENERS L85S THAN V TO THE! PROPERTY LIM TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: 1. FIBER CEMENT BOARD 2. TI-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC-ES REPORT - ESR-1365) WALL TYPE 43.4 - 1 HR EXTERIOR WALL ASSEMBLY No SCALE EAVES 4 WALL WITHIN 5'-(O' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 HOUR i lL5 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. RW52b.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES 12 W/ A MIN. 2' OVERLAP. 2x SCREENED SAVE VENT BLOCKS W/(4) 21/6' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE . . . . TO ENSURE I' MIN: AIR SPACE. 1 TYPICAL EXTERIOR WALL (2) 2x6 TOP 12 2x6 STUDS m I6' O.G. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERK PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC R-49 INSULATION UTILITY ATTIC SPACE )000C1i0linh/vi00 ) VVVV VVVUuuuuV% R-401 INSULATION J ATTIC ROOM ATTIC TRUSSES 24.0.0. EE ROOF ING PLA BATH W1 IN 3ro' STAIR NOTES: MIN. 6x6 PT POST PER IRC R31L1 • STRMGM TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR 4' SPHERE SHALL - CONSTIZUGTION. NOT PAN THROUGH L" PLAMEBLOCK® FIRE -RATED 7S6 SHEATHING �R Na' TYPE 'X' CsWB SHEATHING SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE AFSO ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2XS FASCIA BOARD 2x STUDS PER PLAN SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 • MAXIMUM RISE TO BE 1-3/4'. ' MINMWt'1 14N TO BE 10 • MINIMUM HEAD HEIGHT TO BE 6'-W. ' MINIMUM STAIR WDT14 TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' To 3V OFF TREAD HOSING AND MST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED _ WALKING. SURFACE, STAIR , RAMPS, POF.iES, OR BALCONIES MIN. 36' HrA4 W/ CLEAR SPACE PER M121.1 AND F01212 IAWWRIP PORTION OF HANDRAIL SHALL. BE -ed NOT LESS I 1/4' NOR mom THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREAD' PER IRO FOOD21 m • SPIRAL STAIRS :2 PROVDE MIN T tn' RUN 0 A PONT Q' FROM WHERE TMAD IS NART=EST PER IRC F311M CONT. HANDRAIL 34'-38' ABOVE TREAD NC8MCs. PICKETS PER IRC ON OPP04 SIDE i 1' PT RISERS i P.T. 2XI2 1T�aos TO STR 61X36, MIN. &M X �y � \ \\ \ 7 \ X \,\ �� ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. R-49 INSULATION LOFT BEDROOM 4 FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) WING'' KITCHEN tm2X4�TOPle DEN GARAGE 2x4 STUD B AOM IS' o.C. 2x4 SOT. i£ FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR _l GLUED 4 NAILED TO HIGH DENSITY(SEE FRAMING PLAN FOR TKO! s FLOOR SIZE AND SPACIW3) ---- J ---- �nnnnnnnnnnnnnn 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT i LAP SLP ICES 12' MIN. A u I LP I N6 5EG71®N COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED I I It �I CRAWLSPACE STUD DD NOTCHING J - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - N�1-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD, HL 35 HANDRAILS WILL BE TEETUMIE1D OR SHALL TERMINATE IN NEEL POST OR SAFETY TEWI NALS PER IRC R311.82 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR WANDGRIP PORTION OF HANDRAILS HAVE CIRCULAR CROSS SECTION CPI_. MR 4 2' MAX EDGES SHALL HAVE AMR RADIUS OF k'. 'ALL MQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENMG8 FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SFBFIS 4 INCHES MAW TO PASS r4g016I. 6-l'-N A' MAX Max 7 6' SPHERE URASLE TO PASS THROUGH OPT BELOW STAIR INSTALL ly GWS • CEILMG, AND WAI.I.S C3) 2Xi2 STRNGERS nM SLOCKAYa • MID -SPAN 40 N STUD WALLS AL04 40 N LINE WlUFT STD F AM UNDER 2X4 THR18T BLOCK STAM 16 IJIMMED INTERIOR GCK ISTS PER PLAN — DBL JOT — HIX112 AT A S HANGARS — 3-2XI2 P.T. STRINGERS OR NO STAIR DETAIL AND NOTES FIRE_ BLOCKING AND DRAFTSTOPPING: PER SECTION R302.11 • R302.12 I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-01 2. AT ALL INTERGONNGEGTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1. 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES, AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. GRADE H � O�� QL�Q L ua Q P T 7W - CV 'T � OAT O Yalu Z N XY DUI 4., L O � ti I' RECEIVED SEP .2 7 2019 TUKWILA PUBLIC WORKS RE E I V E D CITY' OF TUK-WILA SEP 2 y 2019 PEi it"11T CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder most verify ell dimensions before proceeding with construction. 2. This apPan wsa designed to be Ireted throughout many municipalities. The purchaser -.at verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans ' ed by a 11c- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other then a qualified designer, archi- tect, or structural engineer. Plan No: L2-2853-3R Date: 4-18-115 FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.11 - R302.12 I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10-0' 2. AT ALL INTERCONNCECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1. 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES, AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. ROOF DRIP EDGES PER SEC. RW!s2.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS W/(4) 21W HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. ¢i TYPICAL EXI7ERIOR WALL (2) 2x& TOP IE 2xb STUDS m 16' O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) COPYRIGHT 2010 Landmark Design Inc. ALL RIUHTS RESERVED 3/811 = 11-0 1 1 UPPER ATTIC, STAIR REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with COIY9trnCif.. 2. This plan was designed to be marketed througbout 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 re wed by a lie— ensed builder and struct— ural ngless' for compll— enee 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: L2-2853-3R Date: �-IS-19 6 I I II I I r AI I; 111 1j OPTIONAL CAN LIGHTS OPTIONAL LIGHTING I I ( W1 BOOKSHELVES I I 1 I 1 PENDENT IS LIGHTS I I OPTI �50OKSHELVES A\ i I I W — \f� I \ / \�\ 100 CFM C ! �\ \�` vros T� TO LT ABOVE a COPYRIGHT 2010 Landmark Design [no. ALL RIGHTS RESERVED INTERIOR STAIRWAY ILLUMINATION PER SEC R303.9 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 REOWRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303B INC EXTERIOR STAUaUAYS 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 WIRNG. 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 I I I I I I I / I / I ! I I I t I / I - I dCLG � OUTLET CLG I — — — — — -I OUTLET I I I I — -- — — — — — — — — — — — — — — — — ELECTRICAL IGEY OVERHEAD CAN OUTLET g DUPLEX OUTLET 220V OUTLET RECEIVE Cd (COMBO4 LIGHT SLP 2 % 2019 COMBO SMOKE SQ- TUKWILA CAF45ON MONO. DET. Ig p ATT= a PUBLIC WORKS CABLE T.V. JACK RECEIVED PHONE v CITY OF T UK'WIL, UNDER COUNTER LIGHTS C SLP 2 4 2019 GAS OUTLET �)\Ov�s'45 PERMIT CENTER HOSE BIBS EXT. FAN VTOS REVIEWED FOR CODE COMPLIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with eonetruction. 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 reviewed by a he— eled builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2853-3R Date: 4-18-19 ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (15C), 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 Se = 1.5 - IBC FIGURE 16133(1) SD6 : 1.0, le = 1.0, R=65 C, = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDNANCE. 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 I'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c = 3000 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 4/2% tl5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 11/2". 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 REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (N = 60000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'4" 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 IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES 11/2" EXP05ED TO WEATHER OR EARTH II/2" 06 AND SMALLER) 2" l *6 AND LARGER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DM OR BETTER POSTS DFV1 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 UNO. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARNG 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 ANSI/AITC STANDARD AIS0.1, 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 U.N.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 12" 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 50LID 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 PARALLEL STRAND LUMBER (F'5L)- PARALLEL STRAND LUMBER (PSL) TO BE BY TRUSS JOIST WEYERHAEUSER (PARALLAM) OR APPROVED EQUIVALENT (Fb = 2,500 PSI, E = 2.0 x 106 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR-1381. BEARING LENGTH SHALL NOT BE LESS THAN 13/4". 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 48 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 lbd a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24116) 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 lbd a 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' L5TA24 CONNECTOR UNO. 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 3/ " RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT b" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 12" RATED SHEATHING (24/I6) 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/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICG APPROVED. LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED DESIGN LOADS AND IBC CHAPTER 16. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL AND MAINTAIN DRAWINGS ON SITE FOR INSPECTION. CONTRACTOR TO VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION AND INSTALLATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. NO TRUSS SHALL BE ALTERED WITHOUT PRIOR WRITTEN CONSENT OF THE TRUSS DESIGNER AND ENGINEER OF RECORD. 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 SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER 5NEAR WALL 5GHEPULE MARK MINIMUM SHEATHING (1) NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) I/2" CDX 8d a 6" O.C. 5ia' 0 60" O.C. Qall = 230 PLF D OR 065 I/2" CDX 8d a 4" O.C. 5/81I 0 32" O.C. Qall = 350 PLF D OR 055 12" CDX 8d a 3" 00. 5%11 a I(o" O.C. Qa11 = 450 PLF OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS R� SEE DETAIL 12 / 62D FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.10.1. 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 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PEi21'11TTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" O.C. STAGGERED. ul I i --------- UPPER FLOOR A = 1,322 SQ FT — — -I LSTA36-4TO 3x 5LOCKWA, ILL I B- �$ (TM 2 PLACES) I LSTA36 - HDR 4 SILL I TO 3x BLOdCNG rffi 2 PLACES) LSTA36 - HDR 4 SILL LSTA3ID BF.AHI TO 3x BLOCKING. TO TOP FLATS Mr. 2 PLACES) 1L� 4 15GLB_ _4, x12GL LOTA36 - HDR 4 SILL TO 3x BLOCKING. (TYR 2 PLACES) B 13 6% x 105 GLB _ �HTS20 - mi TO TOP FLATE MAIN FLOOR A = 1,0fo3 SQ FT ro A =5S2 SQ FT x aZ v _ 5_42 x 135 (50LB _ x I � � �I 0 n 3'y x 105 GLB I I I I I I I I I I I Vt' RATED SHEATNMG W/ ad • 4" O.C. TO FRAMNG • ' I IIII�I�I ,_ CO"CTOR STRAP PER FLAN. STUD (NOT ® SIM) DBL 2x TOP PLATE. (BEAM AT SIM) DRAG STRUT CONNECTION Sim Sc v t W • r-V i2"N STEPPED FOOTING DETAIL s10 SCAZ W • r-0° 16d a 16' OG. SOLE PLATE NAILING. 34' SUBFLOOR (3) ad JOIST -TO -TOP MSTC40 HOLDOUR ALM PLATE UNO. MANIAN WITH EMBEDDED STF/jj MR IY END DISTANCE. TYPE HOLDOUN BELOW. SHEATHNG 4 NAILING PPL ER AN. I� SPLICE TO OCCON ER MEMBER OR BLOCKING SHEATHING 4 NAILING PER FLAK MATC 4 WALL ABOVE UNO. 2 X 6 STUD ® 16' 0.G USE VOL STUD ® ENDS OF SWEAR WALLS 4 HOLDOIINS. 2x NAILER AND PT SILL m/ %"# MAX _ANCNOR BOLT 4 3' x 3' WASHER AT 5'-0' O.C. UNO. (ALT. MASA a 48" O.C) _STND TYPE HOLDOIN PER PLAN. —04 BAR s 10" O.C. - HORIZ —041-13AR • W 00. - VERT. MAXIMi FINISH GRADE IS° N 44 BAR CCWNUOUS M lie (TYP) 8°FL i�3 CRIPPLE WALL WIT114 BACKFI L FOUNDATION BACKFI L FOUNDATION sim Scza.E, %. - v-0• REVIEWELi rvrt CODE COMILIANCE APPROVED JAN 16 2020 City of Tukwila BUILDING DIVISION RECEIVED SEP 2 7 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TIJ,KWILA, SEP 2 It 2019 PERMIT CENT119 TOO, COPYRIGHT 20n, 5EGA ENGINEER5 4) �) cf) If 0 Cell II C. LU L11 Q) MON , RON& 12 RATED SHEATHING PER PLAN 1/2" RATED SHEATHING ad a 6" O.C. EXTERIOR SHEATHING PER ad ® 4" O.C. ~ (4" O.C. A SIM.)--\ PLAN OR SCHEDULE - �c+,w ad ® 4" Q.G. 1/2" RATED SHEATHING w/ i, m p is°RATED SHEATHING HI FRAMING ANCHOR EACH TRUSS. USE H10A-2 2x BLOCKING w/ I6d a 8 O.C. Ed 4" O.C. EDGE NAILING - �� 2x BLOCKING W/ !2) Sd � � � Sd a b" O.C. At DBL TRUSS. GABLE ENE) TRUSS. �i TO STUD EACH END 8d a 4" O.C. 1�11 LU I lie" RATED SHEATHING U Q 1/2" RATED SHEATHING RAFTER OR TRUSS PER PLAN A35 a 48" OC. w/ (2) 8d 70 2x BLOCKING MONO TRJ56 PER PLAN 2x VENTED BLOCKING, TRUSS PER PLAN DBE 2x TOP PLATE. LAP (USE 24" Q.C. A7 SIM.) END NAIL TO TRUSS s DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 2x STUD PER PLAN EACH END w/ (2) ad. SPLICE 4'-0" MIN 4 NAIL I6d b" O.C. STAGGERED. 2x BRACE PER TRU55 SUPPLIER NOTE: OR a 48 O.C. SECURE w/ A34 SIMPSON LUS24 SHEATHING AND NAILING PER W/ I6d 6 b" O.G. STAGGERED SHEATHING 4 NAILING PER EACH END. ADD 2x STIFFENER SEE ARCH FOR FLASHING HANGER PLAN OR SCHEDULE. SPLICE PLAN OR SCHEDULE. SPLICE WHEN LENGTH EXCEEDS 12". REMIREMENTS. N 2x FRAMING PER PLAN TO OCCUR ON COMMON TO OCCUR ON COMMON MEMBER OR BLOCKING (BEAM A7 BIM) MEMBER OR BLOCKING. qq o GABLE END /GIRDER TRUSS 6n o 2x FRAMING PER PLAN. 0 0 (HEADER a S1M) W a I TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING S GABLE END 3 LOWER ROOF FRAMING'a SHEAR WALL 4 LOWER ROOF FRAMING � GABLE END $2 0 SCALE: 1" , I'-0° 32IV SCAM 1" . P-0" 92 0 SCALE: 1" - 1'-0" q � o ti v a SOLE PLATE NAILINGU is DBL 2x TOP PLATE) I6d e 8 O.G. SOLE 'SIMPSON' HOLDOUN i USE I6d 8 16" O.C. MIN PLATE NAILING. 8d e 4 O.C. HDR PER PLAN. " o STRAP PER PLANV2x RIM JOIST RIM JOIST w/ (3) 34" SUBFLOOR bQ g d JOIST -TO -TOR ibd o EACH JOIST ° 4" O.C. 2x JOIST PER PLAN �•{ 34° SUEFLOOR 2x BLOCKING W! A35 ?—I E UNO. MAINTAIN FRAMING ANCHOR A m /z" END DISTANCE, M5TC HOEDOWN 6" O.C. 70 TOP PLATE. W m SHEATHING 4 NAILING PER PLAN STRAP PER PLAN 3x BLOCKING. EXTEND v' w SPLICE 70 OCCUR ON COMMMON I -0 (2) BAYS (24" MINIMUM) MEMBER OR BLOCKING SHEATHING 4 NAILING OR TO GORIER PER PLAN (TYP) 3/4" SUBFLOOR TRIMMER STUD(S) W w 2x STUDS PER PLAN. JOIST PER :7 PLAN (USE DBL SHEATHING 4 NAILING PER H BEAM AT SIMJST PER PLAN w/ HUC210-2 a HOEDOWN) PLAN OR SCHEDULE. KING gip 2x BLOCKING w/ A35 FRAMING DBL 2x TOP OP PLATE. LAP PLATE 2x FRAMING PER PLAN.4'-0" MIN. 4 NAIL ANCHOR TO D5L TOP PLATE. w/ lbd a b" O.G. STAGGERED. END -NAIL TO JOIST WITH 2x FRAMING BREAM At SIM.) (2) I6d EACH END. PER PLAN. '/2" RATED SHEATHING 4 NAILING PER SCHEDULE. LSTA STRAP PER TYPICAL FLOOR FRAMING CONNECTION FLOOR FRAMING CANT. J015T FRAMING AT INTERIOR SHEAR WALL PLAN (TYP). &2.0 SCALE: I" . P-0" 82.0 SCALE: I" . 1'-0" S2 0 SCALE: I" . I'-0" 2x SILL PLATE VIEWEL, ,-vf{ I6d a 8" Q.G. SOLE I6d a 8" O.C. SOLE 3x BLOCKING C E COMPLIRNCE PLATE NAILING. I6d a lb" O.C. SOLE PLATE NAILING. (TYP) "APPROVED SHEATHING 4 NAILING PLATE NAILING. ad 6 or— uNo JAN 16 2020 PER PLAN OR SHEATHING 4 NAILING SOLID RIM JOIST 8 SHEAR WALL FORGE TRANSFER DETAIL SCHEDULE PER PLAN OR Sd 6" O.C. UNO 3/4" SUBFLOOR SCHEDULE 3/ila 4u c�IBFL00R 3j4" 5UEFLOOR 52.0 SCALE: I' . i'-0°tY of MS7G HOLROWN 1/2" RATED SHEATHING BUI (yG�ila DIVISION PER PLAN 4 NAILWS PER PLAN. LSTA24 STRAP (FAR SIDE) 16" JOIST PER PLAN 2x TOP PLATE MINIMUM :z: HDR PER PLAN. EXTEND NAIL SHEATHING TO HDR — _J JOIST PER PLAN JOIST PER PLAN OVER PANEL TO KING STUD. w18d 3" O.C. EACH WAY. TR155 PER PLAN LUS2b HANGER BY LUS210 HANGER BEAM PER PLAN EsEAM PER PLAN : * :: ' FASTEN TOP PLATE 7O HEADER w/ (2) ROWS I6d AT 3" Q.G. — TRUSS SUPPLIER BEAM PER PLAN Ix (2) 2x STUDS (TYP) g SHEAR WALL FRAMING AT FLUSH BEAM Iv SHEAR WALL FRAMING AT F U5H BEAM I1 SHEAR WALL FRAMING AT BEAM .II � S2 0 SCALE: I" • 1'-0" s2 0 SCALE: r . r-o" s2 v SCALE: 1" " r-0" 4x BLOCKING A MIDDLE 24" IF REQUIRED. n/ I6d a 16" O.C. SOLE MAXIMUM � 2x BLOCKING w/ (3) ad 2x STUD PER PLAN USE MINIMUM PLATE NAILING. !2" RATED SHEATHING (24/0 EXP 1). Z ad a 6 O.G. TOE -NAIL TO 4x BEAM 4 (2) 2x STUD a ENDS OF SHEAR 2x STUD PER PLAN. USE DBL „ Ck (2) ad 70 JOISTS. WALLS 4 HOLDOUNS. SEE SHEAR 34" SHEATHING STUD A7 END OF SHEAR WALLS PANEL EMAIL w/ 2DGESWS ad 3 O.C. AT SUBFLOOR PER PLAN WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT W/ 3"x3"X'/4" 4 HOLDOUNS. SEE SHEAR WALL JOIST PER PLAN SHEATHING 4 NAILING PER WASHER SEE SCHEDULE FOR SHEATHING 4 NAILING PER SCHEDULE FOR 3x STUDS. f1 PLAN. SPLICE TO OCCUR SIRE 4 SPACINGUSE 5/s"t AT PLAN OR SCHEDULE (2) 2x PLATE. WAIL lU!- 2x4 w/ 6)16d AT 60A O.C. UNA. SHT G TO EA PLATE) BEAM LICE. ON COMMON MEMBER 2x Pt SILL 4" SLAB ON GRADE OVER 2x4 GUSSET EA OR BLOCKING. SIDE wl l8) ibd (NOT A METAL CAP) MIN 6 MIL VAPOR BARRIER TOP OF STEM WALL •4 AR - HORIZ ELEV. VARIES (ALT. METAL CAP) b°MIN (NOT g Ste- AG.) — FINISH GRADE OR :..A 4x4 PT POST FINISH GRADE 12" MAX. 1 STHD HQLDOWN PER PLAN SLAB ON 2x PT SILL 14x6 AT SPLICE) tS.Ols. 51MJ 2x PT SILL w/ AtdCHOR BOLT STHD14 HOLpOUJN UNO. 8 ECEI a4 L BAR 24 O.C. - VERT. STHD HOEDOWN 4 3 x 3 x /4 WASHER PER (2) �/ "� ANCHOR BOLL w/ MIN. MAB ANCHOR R PLAN 1" EMBEDMENT 4 3" x 3" x �P 2 7 2019 PLAN OR SCHEDULE. USE +r is" i'-6" „ GALVANIZED ie WASHER TUiSWIL�� (ALT. A34 ANCHOR MIN. 1'-6" MIN MIN. — g/e a 60 O.C. MIN. FOUNDATION PER PLAN. PUBLIC WOk Ks TWO SIDES) 12" 4'-0" MAX. 04 BAR CONTNUOU5 81,F1 �4�BAR ®24" OC. - YER7ICAE MIN. 8" THICK STEM WALL w/ FTG PER PLAN p ° MIN 8 O •4 BAR HORIZ TOP 4 50trO"'iVvD 4 BAR CONT. 12 PORTAL FRAME ANEL'Ta,- Tu <uvlLr� allFINISH GRADE I 8 (TYP) Sz.O SCALE: NOW SEP 2 4 2019 J�—i'-4" i'-4" 5 2 13 FLOOR FRAMING AT CRAWL SPACE 14 FOUNDATION AT CRAWL SPACE 15 FOUNDATION AT 5LA5 ON GRADE PERIMIT CENTER S20 SCALE: P . e-0" s c SCALE: I" . r-0" s2m SCALE: I" • r-0" COPYRIGHT 2015, SEGA ENGINEERS JOB 12-021