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HomeMy WebLinkAboutPermit D19-0307 - STERLING - LOT 5 - NEW SINGLE FAMILY RESIDENCESTERLING - LOT 5 5435 S 150TH ST Apn: 8733000095 FINALED 01/21/2021 D19-0307 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 8733000095 5435 S 150TH ST STERLING - LOT 5 COMBOSFR PERMIT Permit Number: D19-0307 Issue Date: 12/12/2019 Permit Expires On: 6/9/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: SCHERLER ARNOLD E II 1118 OLYMPIA AVE NE C/O BARBARA J RILEY, OLYMPIA, WA, 98506 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLC1101OF Expiration Date: 9/26/2020 CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT 1 NEW SINGLE FAMILY HOME. 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, PRIVATE SANITARY SEWER EASEMENT WITHIN LOT 4 FOR THE BENEFIT OF THIS LOT 5. Project Valuation: $398,046.30 Fees Collected: $9,270.74 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Occupancy per IBC: R3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: VYACities Electrical Code: VVACZ96-468: Code: 07 21 05 ublic Works Activities: [hannelization/5tripimK: [urb[ut/4cceso/6idmvo|k: 1 Fire Loop Hydrant: Flood Control Zone: HauUn8/OversizeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Volumes: Cut: 40 Fill: 40 Number: l 1 1 Yes Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and kn6w the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree tothe conditions attached tnthis permit, Signature: � � Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance,or if the work is suspended orabandoned for aperiod nf188days from the last inspection. PERMIT CONDITIONS: 1: ~**8U|L0NGPERMIT COND|T|ONS~** Z: 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. ]: All permits, inspection record card and approved construction documents shall bekept at the site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall beprovided with the shipment oftrusses delivered tothe job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. S: Subgmdepreparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection brequired. 6: All construction shall bedo?e/nconformance with the Washington State ��dingCode and the Washington State Energy Code. 7: Notify the City ofTukwila Building Division prior to placing any concrete. This procedure isin addition to any requirements for special inspection. 8: All wood toremain inplaced concrete shall betreated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. lO: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Aoopy can beobtained atCity Hall inthe office ofthe City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair ofautomobiles shall beventilated inaccordance 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. l]: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (2Oh-4]l']h70). 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 0obeoccupied byconcrete, I§: VALIDITY 0FPERMIT: 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 togive authority toviolate orcancel the provisions ofthe code o,other ordinances ofthe City ofTukwila shall not bevalid. The issuance ufapermit based nnconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: `MECHANICAL PERMIT OOND|T|ONS~*~ 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (Z06/431-3670). 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 be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoorqfue|4ired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms, ` 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source nfignition isnot less than l8inches above the floor surface onwhich the equipment orappliance rests. ZJ: ~*^PLUM8|NG/GASPIPING PERMIT [OND|T|ONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall bemaintained atthe job and available tothe plumbing inspector, 26: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: moportion ofany plumbing system qrgas 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 beconducted inthe presence ofthe Plumbing Inspector, |tshall bethe duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 29: Nowater, soil, orwaste pipe shall beinstalled urpermitted outside ofabUMinQnrinanexterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum n'3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall beprotected bysteel nail plates not less than 18gauge. 31: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall bedirectly embedded in concrete or masonry, 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall beprotected inaccordance with the requirements ofthe building code. 33: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall bebackfUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, dnder0U,frozen earth, orconstruction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed tobeapermit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance nfthe 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 40ZnfWashington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z436) 38: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire deportment review and approval ofdrawings prior tuinstallation o,modification, New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tuthe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. Z436). 40: New and existing buildings shall have approved address numbers, building numbers orapproved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers uralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ofO.S inch (12Jmm). (|FC50E.1) 41: Adequate ground ladder access tn rescue windows shall be provided. Landscape a flat, 12' deep by4' vide area below each required rescue window. (City Ordinance #243S) 42: Maximum grade for all projects is I0Y6with a cross slope no greater than 5Y6. (|F[ D103.2) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval o[such condition orviolation. 44: These plans were reviewed byinspector 5l1. (fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)575'44O7. 45: *~*PUBL|[WORKS PERMIT CON0T0NS*** 46: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Toschedule, call Public Works at(ZO6)438'93SO. 47: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion ofwork atleast 24hours inadvance, All inspection requests for utility work must also be made Z4hours inadvance. 48: Prior toconstruction, aUuti|ides|nthevidnhyshaUbeOe|d|ocated. NOTE: For City ofTukwila utility locates, call 81lurl-8X0}-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 50: Nowork under this pe ng weekend hours without prior approval Pblic Works. Coordinate with the Public Works Inspector. 51: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval, 52: The City ofTukwila has anwnderQroundingordinance 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 K4UTCDfor Traffic Control. Contractor shall provide certified flagmen for traffic control, Sweep urotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works Inspector before l2:OO Noon onFriday preceding any weekend work. 54: Any material spilled onto any street shall becleaned upimmediately. SS: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site o/into existing drainage facilities. 56: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tnthe 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 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days, Covered material must bestockpiled onsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 59: From May I through September 3O' inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 60: Project shall comply with the Geotechnical Engineering Report by Migizi Group, Inc., dated June 28, 2019 and subsequent Gpotechnica|Reports/Eva|uabnns, 01:1 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 I^ FIRE/DOMESTIC SERVICE and/or l" FLOW -THROUGH SYSTEM. BnckOowdevice is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector, 62: Pavement mitigation fees may apply tothis permit. Amount estimated to be xxxsq. ft. w$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 toberecorded atKing County and recording cost paid bythe Owner/Applicant aspart ofthis permit. As part of the turnover, Owner shall provide As-Builts & an ACAD CID. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way, 64: Owner/Applicant shall contact the local postmaster regarding location ofmailbox(es) installation. Location ofmai|box(es) installation shall be coordinate with Public works. 65: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretenhon' 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 &TK4[*430.O8U. 66: Abond urcash equivalent inthe amountofI50%xcost ofconstruction within the City hQht-of-waymade out tuthe City ofTukwila for possible property damages caused byacLivbes. 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City ofTukwila os 68: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hoi��farmless Agreement for work within the Public right-uf-way. 69: Prior toPublic Works Final Inspection Owner/Applicant shall sign w/NntaryaPrivate Sanitary Sewer Easement and Maintenance Agreement between Lot 4and Lot 5. Easement tnberecorded atKing County and recording cost paid bythe Owner/Applicant aspart nfthis permit. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438'935p 5180 BACKFUDVV'FIRE 1700 8U|L0NGF|NAL+* 0301 CONCRETE SLAB 5080 CURB, ACCESS, 5DVV OGlO ENERGY EFF CERT 6200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS OZOO FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0E02 LATH/GYPSUM BOARD 0703 W1ECH E[\U|PEFF 1800 MECHANICAL FINAL SZ]O PAVING AND RESTORE 0608 PIPE INSULATION 0609 P|PE/DU[7|mSVLAT|ON 1908 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 040I ROOF SHEATHING 0603 ROOF/CBUNG|K0UL 9082 ROUGH -IN GAS PIPING 0781 ROUGH'|NK4ECHAN|[AL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR|NSUL 0 5100 STREET USE 0412 UNDERFLOOR FRAMING 9081 UNDERGROUND 0601 WALL INSULATION 0413 VVALLSHEATH|NG/SHEAR 5130 WATER METER PERM sok CITY OF TUKWILA 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 us only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY SITE LOCATION Site Address: 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** _YOE S, 15Ot(N PROPERTY OWNER Name: Addr ss: State: Zip: _ CONTACT PERSON - person receiving all project communication Name: Address: ----C1 ' State: Zip: Ptone: Fax: Email: „,,,,,, L.-14r ki /411e2 GENERAL CONTRACTOR INFORMATION — Company Name: /7 Lelit I-0 aewr ..Z—ive - Address: 0/ le/ ": City: pc/ova ( &I./1),A( State: INA_ Zip: 1 bb 7_3 Phone: 206 , _z./ 23 _6;06-5 Fax: coleympa ci- .1. ed 00xp Date: // 2,6M Tukwila Business License No.: 0 King Co Assessor's Tax No.: TuK t A - ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: SF.---6-4 Engineer Name: he'e "Th e Cehi v t• T Z Address: /3q el City: no 4 ... 0 ,, pia State. • 4- Zip: ?gap Phone: 36 013 gcloilx: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: iv A Address: City: State: Zip: H: \Applications \Forms -Applications On Line \2011 Applications \ Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ ‘/Ort Scope ooyf work (please provide detailed information?: 3 DETAILED BUILDING INFORAMTION .- PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement la` floor /1 Lill 2nd floor / S5 t Garage 4 carport 0 9 '7-3. Deck — covered ❑ uncovered 0 •F: ,r p„..,t q Total square footage 2- 7-0 o 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 furnace <IOOk btu t thermostat emergency generator fuel type: 0 electric ►� gas 1t appliance vent L ventilation fan connected to single duct / wood/gas stove water heater (electric) other mechanical equipment PLUMBING: ^7 Z 0 Value of plumbing/gas piping work $ < bathtub (or bath/shower combo) bidet ( clothes washer dishwasher floor drain Z shower lavatory (bathroom sink) f sink 3 water closet water heater (gas) lawn sprinkler system 3 gas piping outlets H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMAcZN Scope of work (please provide detailed information): 47 L e ir.0 Fr-f--x rt7 gt Call before you Dig: 811 Please refer to Public Works Bulletin #1 forfees and estimate sheet. ATER DISTRICT ...Tukwila 0...Water District #125 Highline ...Letter of water availability provided EWER DISTRICT ...Tukwila ... Valley View 0 .. Renton ...Sewer use certificate ... Letter of sewer availability provided 0 Renton 0 .. Seattle SEPTIC SYSTEM: • On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size - 22" X 34") ..• .Technical Information Report (Storm Drainage) 0 Geotechnical Report 0 ...Bond 0.. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0...Hold Harmless - (SAO) 0-.. Hold Harmless - (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ..• .Right -Of -Way Use - Potential disturbance Con stru ct on/E x c av a ti on/F II - Right -of -Way,.. -or- Non Right -of -Way.. 0 0 ...Total Cut Cubic Yards D .. Work In Flood Zone 0 ...Total Fill Cubic Yards 0 .. Storm Drainage El ...Sanitary Side Sewer D .. Abandon Septic Tank 0 .. Trench Excavation D ...Cap or Remove Utilities 0 .. Curb Cut Ei .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut D .. Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # O ...Residential Fire Meter Size " WO D ...Deduct Water Meter Size Domestic Water El ...Temporary Water Meter Size " WO # Ei ...Sewer Main Extension Public 0 - or - Private D D...Water Main Extension Public D - or - Private FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: 6 r ..-it•-e Day Telephone: Mailing Address: 2-1 /5- 2-41•6 ro-Pe 6 4) a42 •-77 ( 1,1( V-A- 9 9023 City State Zip WATER METER REFUND/BILLfNG: Name: Mailing Address: City Day Telephone: State Zip HAApplicationfforms-Applications On Line \201 I ApplicationslCombination Permit Application Revised 8-9-1 1.docx Revised: August 2011 bh Page 3 of 4 PE IT APPLICATION NOTES — APPICABLE TO ALL PERMITS IN THIS APP 1CATION — 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 OWN OR AUTHrZED AGENT: Signature: Print Name: ki2-1/ 1/1k et el Mailing Address: 9 615 2— 1-(71 p-tie Day Telephone: Date: ?./ ((//q, Zo (2-3 5r-d rede,-r( ( tvA4 1,v4- City State Zip HAApplicatiensWorms-Applications On Line \ 2011 Applications \Combination Permit Application Revised 8-9-11,doex Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $43,428.09 D19-0306 Address: 5421 S 150TH ST Apn: 8733000093 $18,929.80 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400,00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $4,577.36 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 PERMIT FEE R000.322.100.00.00 0.00 $4,220.86 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR 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 $243.72 TECHNOLOGY FEE R000.322.900.04.00 0.00 $243.72 D19-0307 Address: 5435 S 150TH ST Apn: 8733000095 $6,583.54 1 INCH $1,125.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 1 of 3 DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY I PAID $43,428.09 D19-0307 Address: 5435 S 150TH ST Apn: 8733000095 $6,583.54 DEVELOPMENT $4,490.66 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $175.00 PERMIT FEE R000.322,100.00.00 0.00 $4,134.16 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0,00 $260.00 PUBLIC WORKS $273,50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250,00 TECHNOLOGY FEE $239.38 TECHNOLOGY FEE R000.322.900.04.00 0.00 $239.38 D19-0343 Address: 14728 59TH AVE S Apm 3597000065 $17,914.75 1 INCH $7,541.00 - CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000345.830.00.00 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 8640.237,500 0.00 .$6,416.00 DEVELOPMENT $3,840.41 PERMIT FEE R000.322.100,00,00 0.00 $3,483.91 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $175.00 PW CONSTRUCTION PLAN REVIEW R000.345.830,00.00 0.00 $175.00 IMPACT FEE $4,542.00 FIRE R304,345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 2 of 3 onfrommf, ,„„, Receipt Number R19301 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $43,428.09 D19-0343 Address: 14728 59TH AVE S Apn: 3597000065 $ 7,914.75 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322,100,00.00 0.00 $260.00 PUBLIC WORKS $1,320.72 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345,840.00.00 0.00 $1,297.22 TECHNOLOGY FEE $215.62 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19301 R000.322.900.04.00 0.00 $215.62 $43,42.8.09 Date Paid: Monday, December 16, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26592 Printed: Monday, December 16, 2019 11:24 AM 3 of 3 Y5 TEM 5 Cash Register Receipt City of Tukwila DESCRIPTIONS PerrnitTRAK 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 J 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 Permit Number: D19-0307 Applied: 9/24/2019 Issued: 12/12/2019 Status: FINALED Parent Permit: Parent Project: Details: Permit Inspections City of Tukwila Approved: 12/6/2019 Finaled: 1/21/2021 CONSTRUCT 1 NEW SINGLE FAMILY HOME. Description: STERLING - LOT 5 Site Address: 5435 S 150TH ST City, State Zip Code:TUKWILA, WA 98188 Applicant: STERLING - LOT 5 Owner: SCHERLER ARNOLD E II Contractor: CARY LANG CONSTRUCTION INC 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. PRIVATE SANITARY SEWER EASEMENT WITHIN LOT4 FOR THE BENEFIT OF THIS LOT 5. • SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS CONCRETE SLAB _ Bill Centen Notes: ENERGY EFF CERT Bill Centen Notes: PIPE INSULATION Bill Centen Notes: ROOF CEILING INSUL Bill Centen Notes: SLAB_FLOOR INSUL Bill Centen Notes: ROUGH -IN MECHANICAL Bill Centen Notes: MECH EQUIP EFF Bill Centen Notes: Printed: Thursday, 07 October, 2021 1 of r1 SUPERION Permit Inspections City of Tukwila PIPE DUCT INSULATION Bill Centen Notes: REFRIGERATION EQUIP Bill Centen Notes: GAS FIREPLACE INSERT Bill Centen Notes: UNDERGROUND Bill Centen Notes: WALL INSULATION Bill Centen Notes: SPRINKLERS Ben Hayman Notes: SPRINKLER COVER Ben Hayman Notes: FIRE FINAL Ben Hayman Notes: STREET USE Eric Pritchard Notes: 2/7/2020 AM 2/7/2020 FOOTING Lee Sipe APPROVED ttl I Notes: 2/7/2020 AM 2/7/2020 FOUNDATION WALL Lee Sipe APPROVED #1 Notes: 2/12/2020 AM 2/12/2020 FOOTING DRAINS Lee Sipe APPROVED #2 Notes: 2/13/2020 AM 2/13/2020 GROUNDWORK Lee Sipe APPROVED water main Notes: Printed: Thursday, 07 October, 2021 2 of 6 r4 SUPERION Permit Inspections City of Tukwila 2/14/2020 AM 2/14/2020 SANITARY SIDE SEWER Eric Pritchard PARTIAL APPROVAL 312267 Notes: Side sewer installed per city standards; passed head test. OK to bury. 2/19/2020 AM 2/19/2020 UNDERFLOOR FRAMING Lee Sipe APPROVED #4 Notes: 3/6/2020 AM 3/6/2020 ROOF SHEATHING Lee Sipe NOT APPROVED Canceled per contractor Notes: 3/6/2020 AM 3/6/2020 WALL SHEATHING SHEAR _ Lee Sipe CANCELLED Canceled per contractor Notes: 3/9/2020 AM 3/9/2020 ROOF SHEATHING Lee Sipe APPROVED #5 Notes: 3/9/2020 AM 3/9/2020 WALL SHEATHING_SHEAR Lee Sipe APPROVED #5 Notes: 3/18/2020 AM 3/18/2020 ROUGH -IN PLUMBING Darrin Graham APPROVED #5 Notes: Rough -in Plumbing DWV, water tested. Supply air test 105psi 3/25/2020 AM 3/25/2020 ROUGH -IN GAS PIPING Lee Sipe CANCELLED Per contractor Notes: 4/30/2020 AM 4/30/2020 ROUGH -IN GAS PIPING Lee Sipe APPROVED #6 Notes: 5/1/2020 AM 5/1/2020 FRAMING Lee Sipe NOT APPROVED 145944 Notes: 1. No permit on site. 2. All penetrations through double top plates in exterior walls or bearing walls need 16 ga. nail on plates, not hammer on plates. 3. No truss calculations on site. 5/6/2020 AM 5/6/2020 FRAMING I Lee Sipe I APPROVED 1 152535 Notes: Printed: Thursday, 07 October, 2021 3 of 6 r1 SUPERION 5/6/2020 AM 5/6/2020 WALL INSULATION ILee Sipe PARTIAL APPROVAL 155152 Notes: P/A Approved: Mechanical rough -in Wall insulation Framing 5/8/2020 AM 5/8/2020 LATH GYPSUM — BOARD Lee Sipe CANCELLED per contractor Notes: 5/12/2020 AM 5/12/2020 LATH GYPSUM — BOARD Lee Sipe APPROVED 12053 Notes: 5/26/2020 5/26/2020 WATER METER - PERM Eric Pritchard CANCELLED Notes: 6/12/2020 6/12/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL Notes: Sidewalk Pre -con meeting requested by contractor. We looked at the next two driveway entrances for Cary Lang's three homes on South 1 50th St. and discussed ADA compliance regulations. OK to proceed. 6/19/2020 AM 6/19/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL 372568 Notes: Tight lines are connected to catch basin in backyard. Dispersion trench is in place, pipe is still being assembled but fabric and rock are in place per plans. OK to proceed. Tight lines are connected to catch basin in backyard. Dispersion trench is in place, pipe is still being assembled but fabric and rock are in place per plans. OK to proceed. 6/26/2020 AM 6/26/2020 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL 155602 Notes: Looked at forms and discussed ADA slope requirements. OK to proceed. 7/2/2020 7/2/2020 WATER METER - PERM Eric Pritchard APPROVED Notes: 7/23/2020 7/23/2020 SANITARY SIDE SEWER Eric Pritchard APPROVED Notes: Printed: Thursday, 07 October, 2021 4 of 6 r SUPERION Permit ^^^~~o~~~~~t^~~^~~~ ��� ��lF ��^K »_o�� ��o o U�nx���oa 7/23/2020 7/23/2020 INAGE Eric Pritchard 4ppxoxso Notes: 7/23/2020 | / �2OZo �� cuxuAccea� so| / Eric Pritchard | / xppnovsn Notes: 7/23/2020 | 7p3/2020 Notes: �2�2ozn EROSION�2�2ozo Kxc4SVKES Eric Pritchard AppnovEo Notes: ��/2OZ� 7/ ��OZO V� sxOS|Vw xxsxsonsspwL Eric Pritchard | APPROVED � Notes: 7/23/2020 7/23/2020 LAND ALTERING Eric Pritchard mpPnovso Notes: 7/ V�3/zm�o PAVING AND�x/znzn nssTouc Eric Pritchard Aprnovso Notes: Mitigation fees due: lux4;l*x4;14x4=I84SF$5.00=g92O.nOTheseare the fees for Sterling Lots 3,4and scombined. oKmproceed with Lot s and wewill collect these fees prior tnLot 4final. 7/23/I020 AM 7/23 pueuCvvoxns/�nzO FINAL Eric Pritchard APPROVED 175865 Notes: Oxu,final. n2�2ozo �2�2ozo PUBLIC WORKS pxc'cow Eric Pritchard Appnovso wmec �2�2uzu �2s/zozu vvxTsxxxcTcx' psxxx Eric Pritchard APpxovso ' Notes: 7/23/2020 xw 7/23/2020 PLUMBING FINAL Lee Sipe | xppn�Vso ^ | 143064 ^ Notes: 7/23/2020 xw 7/23/2020 GAS PIPING FINAL Lee Sipe AppxovEo 144765 Printed: Thursday, 07Ocudber, 2021 Permit Inspections City of Tukwila 7/23/2020 AM 7/23/2020 MECHANICAL FINAL Lee Sipe APPROVED 141759 Notes: 7/23/2020 AM 7/23/2020 GLAZING Lee Sipe APPROVED 181345 Notes: 7/29/2020 AM 7/29/2020 BUILDING FINAL" Lee Sipe APPROVED 414750 Notes: Printed: Thursday, 07 October, 2021 6 of 6 ri4 SUPERION MiTek6 Re: J1802948 OP 12-2802 FILE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4687547 thru K4687562 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2019 City of Tukwila BUILDING DIVISION 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 ANSI/WI-1, Chapter 2. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision RECEIVED al-Y OF TUKWILA SEP 2 4 2019 PERMIT CENTER cl•030, Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- 'NI' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 7 3 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek® All Rights Reserved Mffek5 MiTek Engineering Reference Sheet: MII-7473 rev. 1010312015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never gook materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fre retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load defection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. Job J1802948 Truss J06 Truss Type MONOPITCH TRUSS 1 Oty Ply OP 12-2802 1 K4687562 ProBuild Arlington, ArIngton,WA 98223 1 1-0-0 Job Reference (notional),_ 7.640 s Aug 16 2017 KTek Industries, Inc. Fri May 25 14:311)7 2018 Page 1 ID1PVdnE_YkwaL30GthuqRs7yvar_45120wRd6U5NVVDF7KictUeH8qxsq22j8WzW7d_z0.v3o 1 1-11-8 2x4 11 3 Scale = 1:12.4 LOADING (psf) TCLL 25,0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC20151TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 nir 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly appliedor 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Gray 4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTP1 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. May 25,2018 a WARNING Verify design parameters and READ NOTES ON THIS ANO INCLUDED SIREN REFERENCE PAGE 0411-7473 rev, 10/03/7015 BEFORE USE, Design varid for use only with MiTekel connectors. This design is based only upon parameters shown, and Is for an individual budding component, not a truss system. Before use, the budding 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 he fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, D5B-89 and BCSI Building Component Safely Information available from Truss Plate InstItute, 218 N. Lee Street, Suite 312, Alexandria, VA 2.2314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 12-2802 K4687561 J1802948 J05 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14;31:07 2018 Page 1 ID:fPVdnE_YkwaL30GI8ugRs7yvar_ t512OwRdBU5NWDF?KictUeH8gxSw22j8WzW7d_zCw3o 1-11-8 1-11-8 2x4 Scale = 1112.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.07 BC 0.02 WB 0.00 (Matrix-M) DEFL. in (loc) I/dell Lid Vert(a) -0.00 7 >999 240 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; 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=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Verify design parameters and READ NOTES ON THUS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Resign valid for use only with Mrfek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the bolding 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 busses 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. May 25,2018 Tek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 12-2802 K4687560 J1802948 J04 MONOPITCH TRUSS 4 1 Job Reference (optional) Pro6uild Arlington, Art ngton,WA 98223 -0 2x4 7.640 s Aug 16 2017 MiTek lndustnes, Inc. Fn May 25 14:31:07 2018 Page 1 IDIPVdnEylcwaL30Gt8ugRs7yvar_45120wRdBU5NWDF?KictUeH7PxRm22j8WzW7d_zCw3o 3-11-8 3-11-8 3-11-8 Scale = 1:19.2 37_11 Plate Offsets (X Y)- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!, TC 0.16 BC 0.09 WB 0.00 (Matrix-M) DEFL. in (loc) 1/dell Ud Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift 3=-39(LC 8), 2=-6(LC 8) Max Grav 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20_000 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-147.3 rev. 10/0.12015 BEFORE USE. Design valid for use only with MfTek19 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 overalt 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 ANSINPII Quality Criteria, DSEI-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' 250 Kfug Circle Corona, CA 92880 iJob J1802948 Truss J03 Truss Type MONOPITCH TRUSS Qty 1 Ply 1 OP 12-2802 K4687559 ProBuild Arlington, Arlington,WA 98223 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:06 2018 Page 1 ID:fPVdnE_YkwaL30GI8ugRs7yvar_ PuBgBbQ?QBzWv3hpm?5exRkz4X7ZJb3?HJna5YzCw3p -1-0-0 1 - _ 311 8 i 1-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 3-11-8 2x4 i1 4 8.00 172- 1.5x4 II 7 6 2x4 = 1.5x4 II 2x4 I I CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a Scale = 1:19.2 PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nomtal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1 4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0pst 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, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. May 25,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTex3/ connectors. Thls design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucldirg 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. be/ MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 12-2802 K4687558 J1802948 J02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 { 2x4 Plate Offsets (X,Y — 2:0- .Edge] 7.640 s Aug 16 2017 MTek Industries, Inc. Fri May 25 14:31:06 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-PuBgBbQ?QBzWv3hpm?5exRkyfX6XJbT?HJna5YzCw3p 3-11-6 Scale = 1:19.2 N LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 . BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015fTP12014 CS!. TC 0.16 BC 0.09 WB 0.00 {Matrix-M) DEFL. in (loc) 1/deft Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 re, 10/73/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 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 ANSI/TPI1 Quality Crllerfa, DSB-89 and BCSI Building Component Safety Information available from Tnrss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty OP 12-2802 K4687557 J1802948 J01 MONOPITCH TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn May 25 14:31:05 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ widHzFPNftrfHv6dDHZPODCoL8nKa8pr2f11Z6zCw3q -1-0-0 3-11-8 1-0-0 3-11-8 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.07 Lumber DOL 1.15 BC 0.03 Rep Stress Incr YES WB 0.03 Code IBC2015/TP12014 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/T(3I 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt 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) 5, 6, 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, May 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MlTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a tens system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DS8-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MIN MiTek' 250 Klug Circle Corona. CA 92880 Job Truss J1802948 CO1 Truss Type COMMON TRUSS a Ply 1 OP 12-2802 Job Reference_togtional) K4687556 ProBuild Arlington, Arlington,WA 96223 1 -1-0-0 1-0-0 6-0-0 6-0-0 4x4 = 6 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:05 2018 Page ID:fPVdnE YkwaL30GI6ugRs7yvar_-widHzFPNftrtHv6dDHZPODCIg8k5a8nr2f11Z6zCw3q 12 t} 0 1 13-0-0 1 8-0-0 1-0-0 8.00 112 1�111 8 Scale = 127.1 10 4x6 Plate Offsets (X.Y)— (2'0-0-0 0- -4 G1Q'Q-(1-0 0 18 17 LOADING (psi) SPACING- 2-0-0 TCLL 25,0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 " Rep Stress Incr YES BCDL 8.0 Code IBC2015/TP12014 16 15 14 CSI. TC 0.30 BC 0.23 W B 0.03 (Matrix) 12-0-0 12-0-0 13 12 DEFL. in (loc) I/defl Ud Vert(LL) -0.00 11 n/r 180 Vert(CT) -0,00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a 4x6 = PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied -or 4-11-0 oc bracing. REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 25) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749f764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ff; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33' 3) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=Ib) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. May 25,2018 A WARNING . Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mfl-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekeb 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality 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 Qty Ply OP 12-2802 K4687555 J1802948 B03 COMMON TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,VVA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:04 2018 Page 2 IDJPVdnE_YlcwaL30Gt8ugRs7yvar_-SW3vmvOlyZjofmX0fa2As0fZwkHLrUwig?ITOfzcw3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-2374(F) 12=-2240(F) 14=-2240(F) 17=-2240(F) 18=-2249(F) 19=-2249(F) 20=-2374(F) 21=-2374(F) 22=-2374(F) a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-747.3 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mir ekiTti connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and perrnanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 12-2802 K4687555 J1802948 B03 COMMON TRUSS 1 3 Job Reference (Optional) ProBuild Arlington, Arl'ngtor,WA 98223 3-0-12 3-0-12 8.00 112 3x8 608 MT18H 12 5x16 11 6-0-12 3-0-0 5x8 17 11 8x8= 9-6-0 3-5-4 3-0-12 6-0-12 1 9-6-0 3-0-12 3-0-0 3.5.4 Plate Offsets (X Y)-- [1:0-3-5.Edge], [7;0-3-5 Edge]. [9:0-3-8.0-5-4]. [11:0-3-8.0-5-4] LOADING (psf) TOLL 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 IBC2015/TP12014 CSI. TC 0.37 BC 0.65 WB 0.84 (Matrix-M) 4x8 I I t9 10 12x12 = 7.640 s Aug 16 2017 MiTet Industries, Inc. Fn May 25 14:31:04 2018 Page 1 ID:fPVdnE YkwaL30Gl8ugRs7yvar_ SW3vmvOlvZofmXQfa2As0fZwkHLrtJwiq?ITOfzCw3r 12-11-4 15-11-4 I 19-0-0 3-5-4 3-0-0 3-0-12 12-11-4 5x8 '' 8x8 = 1 3x8 21 8 22 6x18 MT18H 506 II Ig Scale = 1:41.2 DEFL. in (loc) Udefl Ud Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud "Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 1=11548/0-5-8, 7=10799/0-5-8 Max Horz 1=-112(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17801/0, 2-3=-14700/0, 3-4=-11116/0, 4-5=-11116/0, 5-6=-14910/0, 6-7=-18057/0 BOT CHORD 1-12=0/14811, 12-17=0/14811, 11-17=0/14811, 11-18=0/12196, 18-19=0/12196, 10-19=0/12196, 10-20=0/12372, 9-20=0/12372, 9-21=0/15017, 8-21=0/15017, 8-22=0/15017, 7-22=0/15017 WEBS 4-10=0/11931, 5-10=-4770/0, 5-9=0/5513, 6-9=-3149/0, 6-8=0/3259, 3-10=-4501/326, 3-11=-275/5198, 2-11=-3114/154, 2-12=-101/3199 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph;; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cal. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.33 plate grip DOL=1,33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live Toad 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2240 Ib down and 87 Ib up at 1-0-12, 2240 Ib down and 87 Ib up at 3-0-12, 2240 lb down and 87 Ib up al 5-0-12, 2249 Ib down and 86 Ib up at 7-0-12, 2249 Ib down and 86 Ib up at 9-0-12, 2374 Ib down at 11-0-12, 2374 Ib down at 13-0-12, and 2374 Ib down at 15-0-12, and 2374 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 May 25,2018 ®WARNING • Verily design parameters and READ NOTES ON 77415 AND INCLUDED MITEK REFERENCE PAGE MII.7473 nee. 10R13/2015 BEFORE USE Design valid for use only with MRek® 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 apprscabiliy 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 end truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI 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 J1802948 Truss B02 Truss Type COMMON TRUSS Qty Ply 1 OP 12-2802 K4687554 Pro Arlington, Adington,WA 98223 Plate Offsets (X Y)— LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCGL 8.0 Q 4-11-7 1-0-0 4-11-7 3x8 = 2:0-5-9.0-1-8).[6:0-5-9.0-1-81 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015TTPI2014 9-6-0 9-6-0 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:02 2018 Page 1 ID:fPVdnE YkwaL30G18ugRs7yvar_ W7x9LDNVNyT5QSN2X90inbaFhwdcNkDPMhpMynzCw3t 9-6-0 14-0_ I 19-0-0 120-0-0 I 4-6-9 4-6-9 4-11-7 1-0-0 CSI. TC 0.22 BC 0.54 WB 0.21 (Matrix-S) 4x4 = 4 3x8 = 19-0-0 9-6-0 DEFL. in (loc) I/defl Vert(LL) -0.11 8-14 >999 Vert(CT) -0.21 8-14 >999 Horz(CT) 0.03 6 n/a L/d 240 160 n/a Scale = 1:42.1 3x8 = PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/59, 3-4=-822/65, 4-5=-822/64, 5-6=-1103/60 BOT CHORD 2-8=-58/851, 6-8=0/851 WEBS 4-8=-1/494, 5-8=-313/120, 3-80-313/120 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum sheetrock be applied directly 10 the bottom chord. ®WARNING • Verify design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NMI iTek• 250 Ktug Circle Corona, CA 92880 Job Tntss Truss Type Oty Ply OP 12-2802 K4687553 J1802948 801 KINGPOST 1 1 Job Reference (optional) ProBuitd Arlington, Artington,WA 98223 1-1-0-0 1-0-0 3x8 6-0-0 6-0-0 6-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:02 2018 Page 1 I D:fPVdnE_YkwaL30 Gt8uq Rs7yvar_-W7x9LDNVN yT5QSN2X90inbaBQwe WNm3PMhpMynzCw3t 4x4 = 12-0-0 12 11 5x8 = 9-6-0 10 19-0-0 Scale = 1:44.0 Plate Offsets (X Y)— [2:0-8-4.0-1-6] [3:0-3- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0,0 * BCDL 8.0 Edge], SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 0-8-4.0-1-6] CS!. TC 0.50 BC 0.48 WB 0.09 (Matrix-5) DEFL. in (loc) Udell L/d Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 nla n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied; JOINTS 1 Brace at Jt(s): 5 REACTIONS. All bearings 7-0-0 except (jt=length) 2=05-6. (Ib) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1462(LC 27), 7=-1485(LC 30), 12=-124(LC 27), 10=-145(LC 29) Max Grav All reactions 250 Ib or less at joint(s) 11, 9 except 2=1737(LC 24), 7=1622(LC 25), 12=415(LC 1), 12=415(LC 1), 10=394(LC 1)„ 7=290(LC 1), 12=415(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-272212418, 3 4=-1001/913, 4-6=-1614/1527, 6-7=-2648/2500, 3-5=-422/114, 5-12=-480/98 BOT CHORD 2-13=-2087/2389, 12-13=-2089/2387, 11-12=-1631/1755, 10-11=-998/1122, 9-10=563/687,7-9=-1986/2109 WEBS 6-10=-371/156 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.Bpsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=Ib) 2=1462, 7=1485, 12=124, 10=145, 7=1485, 12=124. 7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1,33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585,9 pit. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 25,2018 WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the butlding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses end truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. M MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Ply OP 12-2802 K4687552 J1802948 A06 GABLE 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:31:00 2018 Page lafPVdnE_YkwaL30GttleqRs7yvar_-alq0wXLErLDNA8DfQk_EhAUw173FvsG6v0KGtuzCw3v 1-7-13 26-6-0 4.55 [12 5x8 = 26-6-0 Scale 1:92.2 4x6 78 77 76 75 7473 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 514 49 48 4746 44'42 4 41 4x6 77 = 4x8 = 4x8 4x8 53-0-0 53-0-0 Plate Offsets (X Y)- 60:0-3-0 0-2-0,J LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CSL TC 0.19 BC 0.02 WO 0.11 (Matrix) DEFL. in (loc) I/defl lid Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.01 40 n/a n/a PLATES GRIP MT20 185/148 Weight: 395 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 DF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 46-60,60-73: 2x6 DF No.2 WEBS 1 Row at midpt 21-59, 20-61, 19-62, 18-63, 22-58, 23-57, OTHERS 2x4 HF Stud *Except* 24-56 21-59,20-61,19-62,18-63,17-64,16-65,22-58,23-57,24-56,25-55,26-54. 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 76, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41 Max Grav All reactions 250 Ib or less at joint(s) 40, 59, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43 except 2=285(LC 1), 78=287(LC 1), 41=355(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 39A1=-257/69 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1, 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. iwolools BEFORE USE. Design valid for use only with MITekell connectors. This design is based only upon parameters shown, and is for en Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 25,2018 111 • MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 12-2802 K4687551 J1802948 AO5F COMMON 4 1 Job Reference (optional) ProBuild Arlington, Pla Arfngton,WA 98223 1-7-13 7-8-0 4x12 = 6x10 II 10-0-0 10-0-0 20-1-15 6-1-15 4,55 112 5x12 MT20NS 5x8 = 7.640 s Aug 16 2017 MiTel; Industries, Inc. Fri May 25 14:30:58 2018 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-eMieVsK Jizfxr3HIJxmdPOAJBIRsgpR4r9p0zCw3x 5-6-0 0-10-1 6-1-15 6-4-0 5x12 MT2OHS 15 29 30 14 31 13 32 12 33 34 11 8x8 21-0-0 11-0-0 6x10 = 26-6-0 6x10 32-0-0 6x10 = 43-0-0 3 10-0-3 Bx8 Y)— [2:0-1-2,Edg_e]. [2:0-0-3.1-5-0]. [4:0-5-12,0-3-0]. [ 0-5-12,D-3-0], [10:0-1-2.Edge], [10;0-0-3.1-5-0]. [11:0-4-0.0-4-12]. [15:0-4-0.0-4-12] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inca' YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.88 WB 0.49 (Matrix-S) 7-8-0 Scale = 1:92.6 10 4e12 6e10 II 53-0-0 10-0-0 DEFL. in (loc) 1/deft Ud Vert(LL)-0.5512-14 >999 240 Vert(CT) -1.28 12-14 >497 180 Horz(CT) 0.20 10 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 280 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF 2400F 2.0E 'Except' BOT CHORD Rigid ceiling directly applied. 11-13,13-15: 2x6 DF No.2 WEBS 1 Row at midpt 4=14, 8-12 WEBS 2x4 HF No.2 'Except' 3-15,4-15,8-11,9-11,18-19,20-21,22-23: 2x4 HF Stud WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (lb/size) 2=2523/0-5-8, 10=2390/Mechanical Max Horz 2=136(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5832/0, 3-4=-5552/0, 4-5=-4468/0, 5-6=-4470/0, 6-7=4475/0, 7-8=-4473/0, 8-9=-5595/0, 9-10=-5876/0 BOT CHORD 2-15=0/5411, 15-29=0/4750, 29-30=0/4750, 14-30=0/4750, 14-31=0/3259, 13-31=0/3259, 13-32=0/3259, 12-32=0/3259, 12-33=0/4769, 33-34=0/4769, 11-34=0/4769, 10-11=0/5452 WEBS 5-14=456/131, 7-12= 457/131, 3-15=-452/121, 4-15=-56/623, 4-14=-847/165, 6-14=0/1596,6-12=0/1604,8-12=-866/166,8-11=-59/654,9-11= 455/122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.01b AC unit Toad placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %a" gypsum sheetrock be applied directly to the bottom chord. May 25,2018 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, see ANSITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kiug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply OP 12-2802 K4687550 J1802945 A04 COMMON 2 1 Job Reference (optimal) Pro8uild Arlington, Arfngton,WA 98223 l•1 7-8-0 1-7-13 7-8-0 4x12 = 6x10 11 14-0-0 6-4-0 5x12 MT2OHS 20-1-15 6-1-15 4.55112 28-6-0 6-4-1 15 21 22 t4 23 8x8 5x12 = 1 5x8 = r 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:30:57 2018 Page 1 ID fPVdnE_YkwaL30Gl8ugRs7yvar_ 9A8GlWJMYQgoJhV4IcQX4XsGIvraiPZgDQ5bGZzCw3y 32-10-1 1 39-0-0 1 45A.0 1 53-0-0 6-4-1 6-1-15 6-4-0 7-8-0 2x4 II 7 13 24 12 6x10 5x12 = 5x12 MT2OHS 25 10-0-0 1 20-1-15 1 32-10-1 43-0-0 10-0-0 10-1-15 12-8-1 10-1-15 Plate Offsets (X Yl— [2:0-1-2.Edge]. [2:0-0-3.1-5- 1. [4:0-6-0.0-3-0j. [8:0-6-0,0-3-0], [10:0-1-2.Edgej, [10:0-0-3,1-5-01 [11:0-4-0.0-4-8; LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.81 BC 0.85 WB 0.49 (Matrix-S) LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11: 2x4 HF Stud WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2398/0-5-8, 10=2265/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-91(LC 4), 10=-70(LC 9) DEFL. in (lac) 1/deft Vert(LL)-0.6812-14 >935 Vert(CT) -1.16 12-14 >549 Horz(CT) 0.18 10 n/a Lid 240 180 n/a Scale = 1:92.6 2x4 // 26 11 8x8 { 15:0-4-0.0-4-8 PLATES MT20 MT2OHS 4x12 6x10 II 53-0-0 10-0-0 GRIP 185/148 139/111 Weight: 268 Ib FT = 20% iQ 0 BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5516/172, 3-4=-5222/157, 4-5=-4086/113, 5-6=-4089/180, 6-7=-4093/183, 7-8=-4091/115, 8-9=-5263/165, 9-10=-5557/180 BOT CHORD 2-15=-222/5101, 15-21=-135/4414, 21-22=-135/4414, 14-22=-135/4414, 14-23=0/2988, 13-23=0/2988, 13-24=0/2988, 12-24=0/2988, 12-25=-20/4433, 25-26=-20/4433, 11-26=-20/4433, 10-11=-111/5140 WEBS 5-14=-458/130, 7-12=-458/130, 3-15=-451/122, 4-15=-11/668, 4-14=-874/138, 6-14=-123/1442, 6-12=-124/1449, 8-12=-892/141, 8-11=-16/697, 9-11=-453/123 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33' 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y." gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/0312015 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of indvidual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 PlyT OP 12-2802 K4687549 J1802948 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, 1-2-0 Arlington,WA 98223 -1-7-131 6-6-0 10-0-0 I I 1-7- 5-4-0 3-8-0 1.2-0 5x18 2x4 2.00 112 8- -4 8-1-4 _l_Dtale,Offsets4X Y)— [2:0-3-3 Edge] [5:0- -0„.,Edge] 8x12 5 18 9x18 M18SHS = 15-9-0 20-1-15 10-1-15 4.55 5-2- 2x4 11 3x6 6 8x16 MT2OHS 5)112 =- 26-6-0 B-4-1 5x8 = 7_640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:30:55 2018 Page 1 ID:fiNdnE_Yk-waL30Gt8uqRs7yvar_-DnOVtqH60oa44NLidB03_6nw169FEPINI6cVDhzCw4_ 32-10-1 6-4-1 2x4 II 39-0-0 6-1-15 45-4-0 6-4-0 5x12 MT2OHS 10 2x4 24 15 25 28 27 13 17 16 14 6x10 5x12 26-6-0 43-0-0 [12:0-1-2.Edge . [12;0-0-4 Edge] :0 -0.0-4-8] LOADING (psf) TOLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.84 WB 0.84 (Matrix-S) DEFL. in (loc) I/defl Ud Vert(LL) -0.76 14-16 >834 240 Vert(CT) -1.34 14-16 >476 180 Horz(CT) 0.36 12 n/a n/a 8x8 = 53-0-0 7-8-0 53-0-0 Scale 1:94_2 12 4x12 5x12 11 PLATES GRIP MT20 185/148 MT2OHS 139/111 M18SHS 185/148 Weight: 279 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5: 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied!. BOT CHORD 2x6 DF 2400F 2.0E "Except" WEBS 1 Row at midpt 10-14, 4-17 15-17,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-17,6-16,10-13,11-13,3-18: 2x4 HF Stud, 4-17: 2x4 DF 2400F 2.0E WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2412/0-5-8, 12=2256/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-71(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8922/320, 3-4=-8734/286, 4-5=-4522/107, 5-6=-4516/132, 6-7=-4003/117, 7-8=-4027/178, B-9=-4072/183, 9-10=-4071/115, 10-11=-5271/167, 11-12=-5554/182 BOT CHORD 2-18=-376/8365, 17-18=-255/6360, 16-17=-96/4147, 16-24=012964, 15-24=0/2964, 15-25=0/2964, 14-25=0/2964, 14-26=-20/4424, 26-27=-20/4424, 13-27=-20/4424, 12-13=-112/5153 WEBS 7-16=-387/111, 6-17=-24/468, 9-14=-458/130, 6-16=-778/115, 10-13=-18/719, 11-13=-460/123, 8-16=-121/1387, 8-14=-123/1456, 10-14=-906/142, 4-17=-2524/179, 4-18=-86/3100 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BODL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSV7P11 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and %" gypsum sheetrock be applied directly to the bottom chord. A1WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE M11•7473 rey 10/03/2015 BEFORE USE. Design valid for use only with MiTekID 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 of trusses and truss systems, see ANSINPI1 Quality Criteria, D5B-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 25,20 8 Mil' MiTek' 250 Krug Circle Corona, CA 92880 Job Truss jTruss Type Qty Ply OP 12-2802 K4687548 J1802948 A02 ISPECIALTRUSS 5 1 Job Reference (optienal)._ ProBuild Arlington, Artngton,WA 98223 6-6-0 10-0-0 _14-0-0 115-9-01 20-1-15 26-6-0 -7- 6-6-0 3-6-0 4-0-0 1-9-0 4-4-15 6-4-1 4.55112 8x16 MT2OHS 5,02 = 2.00 112 5x8 = 6x10 8 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn May 25 14:30:54 2018 Page 1 ID:fPVdnEYkwaL30Gt8uqRslyvar -IbT7fUHUFVSDSDmV3TteSyEIGipzVzWEXStxhEzCw4? 32-10-1 6-4-1 6-1-15 4 5x12 1000 -7-- 8-1-4 20-1-15 25-6-0 3110-0 46-2-4 8-1-4 7-7-12 4-4-15 9-9-1 14-4-0 Plate Offsets (X Y)-- 2:0-3-3.Edgel, [5;0- -0,Edge], [14:0-3-3,Edge LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.84 WB 0.83 (Matrix-S) DEFL. in (loc) 1/dell Ud Vert(LL) -0.82 18-20 >777 240 Vert(CT) -1.46 18-20 >436 180 Horz(CT) 0.48 14 n/a n/a 4-6-0 53-0-0 6-4-4 6-9-12 1-7- Scale: 1/8"=1' PLATES GRIP MT20 185/148 MT2OHS 139/111 M18SHS 185/148 Weight: 289 Ib FT = 209'. LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF 2400F 2.0E 'Except' WEBS 1 Row at midpt 10-18, 4-21 17-19,19-21: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-21,6-20,12-17,10-17,13-16,3-22: 2x4 HF Stud 4-21: 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 2=2394/0-5-8, 14=2396/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 14=-91(LC 9) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8823/316, 3-4=-8634/283, 4-5=-4466/109, 5-6=-4460/134, 6-7=-3950/117, 7-8=-3974/179, 8-9=-3986/183, 9-10=-3979/113, 10-11=-4708/149, 11-12=-4714/133, 12-13=-8491/202, 13-14=-8674/245 BOT CHORD 2-22=-365/8270, 21-22=-246/6288, 20-21=-89/4094, 20-29=0/2912, 19-29=0/2912, 19-30=0/2912, 18-30=0/2912, 17-18=0/4305, 16-17=-58/5417, 14-16=-177/8124 WEBS 7-20=-387/111, 6-21=-25/464, 9-18=481/136, 6-20=-774/116, 12-17=-1522/92, 8-20=-119/1391, 8-18=-125/1408, 10-18=-852/123, 10-17=-15/471, 12-16=-41/3352, 4-21=-2500/176, 4-22=-82/3064 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cal, Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=133 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w41 frt between the bottom chord and any other members, with BCDL = 6.0ps1. 6) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14. 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and Y." gypsum sheetrock be applied directly to the bottom chord. WARNING. Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeker connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the buikling 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 ancl 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 ANSIfTP11 Quality Criteria, OSB-89 and SCSI Building Component Satety 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 OP 2-2802 K4687547 J1802948 A01 GABLE 1 1 Job Reference o iional ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 b5Tek Industries, Inc. Fn May 25 14:30:53 2018 Page 2 ID fPVdnE_YkwaL30Gt8ugRs7yvar,-HOv1S8GrUBKMr3BJWmMbvhikKIhKmiX41o7O8ozCw40 NOTES- 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. 10/0311015 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 verity 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, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek" 250 IOug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 12-28 2 K4687547 J1802948 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 4x6 9 2 Arlington,WA 98223 4-6-0 4 8 558 6-1-15 4.55 4 AIMPIAMMOMICIIIMIII.M.10•IIIMUICINWIMMIAMMOMIMMUI.-..1•1110•1211•WM1•11114. 1 5x8 = 17 18 19 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 14:30:52 2018 Page 1 IDJPVdnE_YkwaL30G BuqRslyvar_-pCLNPoFDACVDwc7y3rMNU9ZauL61FHx38OrcMzCw41 39-0-0 44-0-0 47-6-0 53-0-0 6-4-1 6.1.15 5-0-0 3-6-0 5-6-0 1-7-13 20 21 22 2 24 25 26 2 5x8 8 29 30 2 Scale = 1:94.6 4x6 /14. ANOINIMMIAM.MULIWAIMIMPININIMIWM1101 4x8 1164 63 62 61 60 59 58 57 66 54 53 52 51 50 49 48 47 46 45 73 72 71 70 69 68 67 66 56 44 43 42 41 413 65 8x8 ------- 8x8 = 8x8 ---- 4x8 = 8)(8 -7--- Plate Offsets (X Y)- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 2.00 112 4-4.1 20-7-14 0-0-3] • -42_0_,QL-11,2-7-71, "0-4-0 0-3-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.14 BC 0.04 WO 0.11 (Matrix) DEFL. in (loc) 1/dell Vert(LL) 0.00 36 n/r Vert(CT) 0.00 37 n/r Horz(CT) 0.01 36 n/a Ud 180 120 n/a 38 PLATES GRIP MT20 185/148 Weight: 392 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-9,29-37: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 45-56,56-64: 2x6 DF No.2 OTHERS 2x4 HF Stud "Except" BRACING - TOP CHORD BOT CHORD WEBS 19-55,18-57,17-58,16-59,15-60,14-61,20-54,21-53,22-52,23-51,24-50: 2x4 HF No.2 WEDGE Left: 2x4 HF Stud REACTIONS. (lb) - All bearings 53-0-0. Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 70, 36, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 71, 72, 73, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 38 except 39=-209(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 70, 40, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 71, 72, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41 except 2=320(LC 1), 36=320(LC 1), 73=467(LC 19), 38=474(LC 20) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-73=-335/92, 35-38=-334/92 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 72-73,70-71,38-39. 1 Row at midpt 19-55, 18-57, 17-58, 16-59, 20-54, 21-53, 22-52 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 70, 36, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 71, 72, 73, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 38 except (jt=lb) 39=209. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 70, 40, 65, 66, 67, 68, 69, 71, 72, 73, 44, 43, 42, 41, 39, 38. Continued on page 2 May 25,2018 4:116 WARNING . Verify design parameters; and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE AIN-7411 rev. 1010312015 BEFORE USE Design valid for use only with Mirekle 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 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 end property damage. For general guidance regarding the fabrication, storage, delivery, L....a/0,18nd bracing of trusses and truss systems, see ANSI/Mill Quality Criteria, D50439 and SCSI Budding Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 30-00-00 O O 0 2-00-00 CO Irw 81,2 C01 N 11-00-00 11-00-00 = Truss left end indicator. 13-00 a08 04(2) <,2 b0.3 B02 19 00-00 B01 -00-0 B0L(5) 12-00-00 30-00-00 05(4 J603(4) GARAGE 19-00-00 A 7-00-00 Truss Connector Total List Qty Product Manuf 9 HUS28 TBE6 2-00-00 2-00-00 rill Builders FirstSource I , UILDER: Cary tang const 0." PRodECT: L2-2802-2 Plan 2 car ADDRESS 18811 44th ave SE, Tukwilla WA 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DATE: SCALE: DRAWN BY: Santiago Aguilar ,r,R"' J1802948 THIS IS A't'RUss PLACEMENT DIAGRAM ONLY. These mosses aredesigned as individual building components to be incorporated into the building design az the specification of the building designer. See the individual design sheets for each truss design identified as the placement drawing. The building designer is riwponsiusof andble iloorrsystem and for therovc alit s ructvre oftbe 5 he db:dgn of the tr ss support structurencluding headers, bent., t h R walls, and columnse responsibility of the buiding designer. For general guidance regarding Wowing. consult "B,aeing of wood toavailable from the 'Voss Plate Institute, 583 CVOnifria Drive; Madison, WI 53179 FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 06 2019 City of Tukwila BUILDING DIVISIO Job No. : 11-076 Location: 5435 South 150th Tukwila, Washington Copyright 2019, SEGA Engineers Plan L2-2802-2 eptember 11, 2019 RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-101'7 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood Hoists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category 11 Design Wind Speed 110 mph K21 1.00 Exposure Seismic Design Category Sips 1,00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (Vot) Copyright 2016, SEGA Engineers SEGA Engineer, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 88,5-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Da e:10/21/11 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pt 25 psf (115% 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 ©16"oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential Total Floor Load 40 psf 50.4 psf DECKS DL 2 x Decking 4.3 psf 2 x 10 ©16"oc 2.8 Misc 1.5 8.6 60 LL Residential -40-psf Total Deck Load WALLS 68 psf DL Siding 3.5 1/2" Plywood 1.5 psf 2 x 6 @16"oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psf Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT Z, fe,z:)z, / Structural & Civil Consulting Engineers 22939 SE 292nd Mace Black Diamond, Washington 98010 (360) 886-1017 z r- z"n ( 8 ) 9, uf 6 '"P- 014K L 1, -r_vP)( 6')3; 44. /46a 'e 6F/tr Zti p.)-= P tfiv- cc'on4 Ge) = (4.0)(2,1A) 7,( Art Coliatmt Akipb -Vonr' Cet)(50P1f) tit co? (53 )( 4 s-pg 4)1. 1--S-Pir) (4J- ,),S160fi 1-t" \{-5°Pi°) 1-1001)41-t Z-.21‘44- kt1 /64 (h SI`/PrX. kk-711.40 /h/S- CPt (ai` JOB NO. CHECKED BY FIGURED BY DATEM/ 451-IEETS OF 7-1 3 ki )01- ) -3 1)7,41 6-4 39e A• c1114 3 1,4-dco, 1%z G-ws Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers t?M 7B0Z JOB NO, If—e)7L. FIGURED BY Gi47. 22939 SE 292nd Place • Black Diamond, Washington 98010 SHEET_3 OF (360) 886-1017 • Fax (360) 886-10.16 CHECKED BY DATE 4. 1 iv 14 Pa- 71-2-00z- , I-La,D/L BrtA v17-ck1FL-70. 0 C./Co-} 7fF ca/' cl'-) (1,9P) ( (0, 45 nci() ci4 <_ 1. 031' ?Jr) -tCk q)))Cz4S6340 7/ 4) (43, ) )(0,u) 4",-1 - - 1111") ) Rrvt of' -Poe-) r CA I 14" 4 cop.ip + (0)117 t (919 LIZ U2 - ).fA !1 t) 9.1IL e4%4'(-/ 0, cpa(1 ) (//4-. Copyright 2011, SEGA Engineers P //7 ) (049 ")( -3/ ,0 3 71095.x, k SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 5t) )/5 C LS°/ tiara r z b ` ©, 4( /,5� K/P� (j1' ZJ( PROJECT LZ Zreo0 Z' CA.— JOB NO, I -''0-11,, FIGURED BY Gar CHECKED BY DATE r/1/SHEET 4..OF d lZ 7--`13)/1:2 ly '/z &if a(Sys or Copyright 2013, SEGA Engineers Engineers/ S=~"^~� / Structural & Civil Consulting Engineers 22039DG292ndPL (360)8861013 Black Diamond, WA 98010 Project L2-2802 Job No. 11'878 By: GAT Checked Date: 07/29/13 8hi LATERAL LOADS -(Al1e0Date ASD) GBSK8|C Eo.12.1411 F = 11 Building G""=1I0 S"=1.5 Fo=1l0 R= 6.5 Totdm 12.14-1 VV= Seismic Weight VV~~= (3On) (55ft)(1Gpof)+ (2) (3Oft+ 55ft) (4.Oft) (9.5pso= 33kips VVo.o,= (38ft) (5Bft) (14pef)+ ( 2 ) (3Uft+ 58ft) (8.5 ft) (9.5pof) = 39kipm VVtotal = 71 kips Design Base Shear, V= (189) (71 kip121 kip E= K2]kip = B.Okip 1.4 WIND Design Wind Pressure, p,= N K~pmo Eq. 28.6-1, Sect. 28.6.3 �= 1.00 =1.00 = 1.00 =1.00 =1.05 O 15ft 3Oft 25 ft 3Oft 35ft Exposure Figure28.6-1 K*= 1.00 Gmcbon2G.8 po'jr, = (1D0) (110) (177poo = 17.70pof (xOJ5= 10.62pa� pm = ( 1.00) ( 1.00 ) (17.7 psf) = 17.70 pmf (x0]S= 10.62 po� p25 = ( 1.80 ) ( 1.00 ) (177 psf) = 17J0psf (xO.0= 10.63 puf) P30 = ( 1.00) ( 1.00 ) (17.7 psf) = 17.70omf (xO]S= 10.62paq pua = ( 1.05 ) ( 1.00 ) (17.7 pof) = 18.59pmY (xD.G= 11.15psq Design Base Shear: (Wind) Vf/b= (30ft) (10ft) (177psf) * (38ft) (5ft) (177pm� + (30ft) (Sft) (17.7paf) + (30ft) (5ft) (17.7pof) + (30ft) (1ft) (13]6puf) =13.8x0]6 =8.3kips Therefore, Vu,= (68ft) (10ft) (17.7ps0 + (58ft) (5ft) (17JpoD Seismic Loads Govern for Lateral Design 'Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright zo/a.osnxsnoim=m SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) Ff = ( 32.9 ) (8.6 k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6 ) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT M . Z,6 0 Z. / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1C16 CHECKED BY - u 7 Le FIGURED BY vl AT- DAT /I( SHEET 7OF 1:- -ztp,f fz�.;' = s)pr Vl:- 4-3C.' r-- 4, 5.0 ..1 3 -cive co) w J % �= 4/3col/ _ 2..31 bl;:loko e. 5' td' 1 Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-101,5 CHECKED BY L2M-7goz FIGURED BY 14 ) sun) M-Lt_ -� 3,Z74) /sa DATE 74/t / SHEET OF (id )(10,4 f?y-)'� Jt l ZZ s 4 2 \Aisi c� P (tr;Lri v, r iiJ )1= 7, h/7,5, ~ 4t (.` )Vol cfr (c')U0, 4-15 (St)(/b1l ;017fr Copyright 2011, SEGA Engineers SEGA Engineers/ PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY tiy71,/ DATE -7 /I/ SHEET/ OF LZ.11 -7OZ —CAit\44tl_3'S'L-,rJ (47 ) of-A-4— Wig r42Dr- ) 31 604D JOB NO. )-0/Lo FIGURED BY 1,0,3_91/4/ S Th1)3 icigr Copyright 2011, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2 -2802-3 22939 SE 292nd Placa • Black Diamond, Waahingtoo 98010 JOB NO, (380) 888-1017 • FAX 868-1018 5HE4R UJALL KEY L4N I-07414 E41 TO TOP PLATE 11-016 FU4JRE3 BY GAT CHECKED BY DATE 01/08/14 SHEET 100F 10 MAIN FLOOR A • 1,244 5C2 FT A • 311 SQ FT SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> 11'2 OSB or 8d @ 6" o,c. 5l8' @ 60" o.c. Qall = 230 plf CDX /2' OSB or 8d @ 4" o,c. 5l8' @ 32" o.c. Qall = 350 plf �B� CDX V 1> 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. 1> See Deta 112/S2.0 for Construction Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sili 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. FILE Geotechnical Engineering Report Residential Development 64./35 1, S 150thSt Tukwila, Washington P/N 8733000095 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 06 2019 City of Tukwila BUILDING DIVISION June 28,2019 •4N, ,#\ prepared for: Cary Lang Construction Attention : Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 Project P1712-T19 RECEIVED SEP 3 0 2019 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA SEP 2 4 2019 PERMIT CENTER 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 TP-3 A-2...A-4 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 June 28, 2019 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 5437 S 150th St Tukwila, Washington P/N 8733000095 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 June 28, 2019 Geotechnical Engineering Report 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 150"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, imrnediately 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 June 28, 2019 Geotechnical Engineering Report 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 mcludes 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 I-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 1501h St, Tukwila, WA June 28, 2019 Geotechnical Engineering Report P1712-T19 In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey (USGS), the project site is mapped as containing Qgt, or Vashon-aged glacial till. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface explorations which extended to a depth of 8 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, the site is underlain by glacial till soils, which grade to dense at a depth of 2 to 31/2 feet below existing grade and exhibit extensive soil mottling. This soil group is generally considered an impermeable surface by most stormwater design manuals. As such, we do not interpret full or limited infiltration as being feasible for this project. We recommend that site produced stormwater be managed through dispersion or other appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 20.3-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: sS=.471 g Sms = 1.471 g SDs = 0.981 g Si = 0.550 g SMJ = 0.825 g SD1 = 0.550 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category 1/1I/III, S., 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 150h St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Our subsurface exploration did not encounter any extensive seams of saturated, sandy soils, and we do not anticipate that liquefaction will take place on site during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have the property being short platted into three developable residential lots, with the parcel being split east/west, and all resultant lots having frontage along S 150th St. Site produced stormwater will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads that extend down to medium dense or denser native soils. In general, adequate bearing subgrades are encountered at relatively shallow depths (approximately 3 feet below existing grade), and standard shallow foundations will sufficiently support the new structures. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. As with the previous section, subgrade material in the vicinity of the proposed residences appears amenable to soil -supported slab -on -grade floors. Recommendations for slab -on -grade floors are included in Section 4.3. • Infiltration Conditions: As indicated in the Soil Conditions section of this report, the site is underlain by glacial till soils, which grade to dense at a depth of 2 to 31/2 feet below existing grade and exhibit extensive soil mottling. This soil group is generally considered an impermeable surface by most stormwater design manuals. As such, we do not interpret full or limited infiltration as being feasible for this project. We recommend that site produced stormwater be managed through dispersion or other appropriate means. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 11 Cary Lang Construction — 5437 S 150' St, Tukwila, WA June 28, 2019 Geotechnical Engineering Report 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 June 28, 2019 Geotechnical Engineering Report Pl 712-T19 commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and, compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Glacial Till Soils: Encountered beneath a surface mantle of sod and topsoil, this material was encountered in all of our test pit explorations through a depth of a least 8 feet. This material type is moderately to severely moisture sensitive, having a relative fines (percent silt and clay) content between 20 and 30 percent, and will be difficult to reuse in wet weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from, runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 7 of 11 Cary Lang Construction - 5437 S 150th St, Tukwila, WA June 28, 2019 Geotechnical Engineering Report P1712-T19 Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed soils which have been stripped of surficial organic soils or on properly compacted structural fill which bears on undisturbed soils which have been stripped of surficial organic soils. Firm bearing soils will be found at or within 3 feet of the surface, within native glacial till soils. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils or structural fill materials compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the new residences if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Structural fill subbases do not appear to be needed under soil -supported slab -on - grade floors in the vicinity of the building pads. However, the final decision regarding the need for Migizi Group, Inc. Page 8 of 11 Cary Lang Construction - 5437 S 150'h St, Tukwila, WA June 28, 2019 Geotechnical Engineering Report 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 fil] are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Migizi Group, Inc. Page 9 of 11 Cary Lang Construction — 5437 S 150th St, Tukwila, WA Geotechnical Engineering Report June 28, 2019 P1712-T19 Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No, 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction — 5437 S 150th 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 TOPOI map printed on 06125/19 from "Untitied.tpo" 122°19.000' W 122°18.000' W 122017,000' W 122°16.000' W 122°15,000i W 122°19.000' W 122°18.000' W 122°17.000' W 22°16,000' W 122°15.000' W o5 — _I IAIE IOC f1ET 0 _ _:a0 _ IOUOId 0S Nipmealwit11TOP01&003Rafi°oil0omphx(m mh°n ticaamt°p°) 122°14.000' W WGS84122°13,000' W 122°14,000' W WGS84122°13 000' W 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 E TEST PIT LUCATION 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. PROJECT: 5437 S 150th St Migizi Group, Inc. Tukwila, Washington PO Box 44840 SHEET TITLE: Site and Exploration Plan Tacoma, WA 98448 253-537-9400 253-537-9401 fax www,migizigroup.com DESIGNER: JRB DRAWN BY: JRB CHECKED BY: JEB DATE: June 25, 2019 JOB NO.P1712-T19 SCALE: NTS FIGURE: 2 FILE: Fig2,dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS a_ 0 Q) z 0 r , MAJOR DIVISIONS TYPICAL NAMES { COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW •`0..11 V: *11 WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP . • °.., POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH Gm o 0 oc SMITTI JGRMESVELS, POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES GC 4 CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW °:°:°:. o 0 0 0 0 WELL GRADED SANDS, GRAVELLY SANDS 0 0 MORE THAN HALF OR NO FINES SP :;;Y:•:•."-. - ::- :•:: • POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN , NO. 4 SIEVE SANDS WITH SM .::.'•::.'.....: SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL / INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ---- --- ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH 0 INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH i INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH -,,,- gRI22AANNIICC SCILALTYSS OF MEDIUM TO HIGH PLASTICITY, HIGHLY ORGANIC SOILS Pt , , i, 0 i, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value 0. Split Spoon SA Sieve Analysis • Pushed Shelby Tube SW Swell Test Auger Cuttings TC Cyclic Triaxial EC Grab Sample TX Unconsolidated Undrained Triaxial • Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability .V. Water Level at Time of Drilling PP Pocket Penetrometer Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 MIGIZI iiiii GROUP 1- 0. uJ 1— csi 0. z (79 0 Et" co z 0) 0. CO uJ a_ 0 Lau) uAUosnous (3. w U. L0 0 uJ La Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P1712-T19 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 TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 5437 S 150th St Geotech Report PROJECT LOCATION 5437 S 150th St, Tukwila, Washington GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION -- AT END OF EXCAVATION --- AFTER EXCAVATION --- I— --- CI. LLI 0 0,0 2.5 5.0 7.5 0 0 1.0 Forest duff MATERIAL DESCRIPTION SM SM (SM) Ligh 3.0 8.0 brown silty sand with gravel (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. u_ 0 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P1712-T19 DATE STARTED 6/14/19 COMPLETED 6/14/19 EXCAVATION CONTRACTOR Client Provided EXCAVATION METHOD Rubber Tracked Mini Excavator LOGGED BY ZLL NOTES CHECKED BY JEB TEST PIT NUMBER TP-2 PAGE 1 OF 1 Figure A-3 PROJECT NAME 5437 S 150th St Geotech Report PROJECT LOCATION 5437 S 150th St, Tukwila, Washington GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION AFTER EXCAVATION -- TEST PIT SIZE ---. 0,0 w >- w w co 2 CL 2 z En. o ec 5.0 7.5 r „r MATERIAL DESCRIPTION 0.8 Forest duff SM SM (SM) Light brown silty sand with some gravel and small roots (medium dense, damp) (Weathered Glacial Till) 3.5 8.0 (SM) Light brown mottled silty sand with gravel (dense, damp) (Unweathered Glacial Till) No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. Migizi Group, Inc. PO Box 44840 • Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P1712-T19 DATE STARTED 6/14/19 COMPLETED 6/14/19 EXCAVATION CONTRACTOR Client Provided EXCAVATION METHOD Rubber Tracked Mini Excavator LOGGED BY ZLL NOTES TEST PIT NUMBER TP-3 PAGE 1 OF 1 Figure A-4 PROJECT NAME 5437 S 150th St Geotech Report PROJECT LOCATION 5437 S 150th St, Tukwila, Washington GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION — TEST PIT SIZE CHECKED BY JEB AT END OF EXCAVATION — AFTER EXCAVATION — o_ Lu 0 0.0 w LU _1 2 CI z 0 a- < MATERIAL DESCRIPTION z (79 Q co. z iz co z gi 0. UJ 0 w 2.5 5.0 0 0. 1- 7.5 Forest duff 0.8 SM SM (SM) Light brown silty sand with some gravel (medium dense, damp) (Weathered Glacial Till) 2.0 8.0 (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. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information � This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. |naddition, based omthe size ofthe structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R4/m|ma U'Foctora FeneouaUonU'Fador b ma 0.30 8ky|iQhtU'Fuctur n/a 0.50 Glazed Fenestration GHGC^'° n/o n/o Cei|ing^ 49i 0.026 Wood Frame VVaUy,m'" 31 int 0.056 Mass Wall R-Va|ua/ 21/21^ 0.056 Floor 309 0.028 Below Grade VVaU' 10/15/21int+TB 0.042 Slab `R-V|ue& Depth 10.2ft ma *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. --~ ��Rl� __ ' _.~ CODE COMPLIANCE APPROVED -����1� ~~ �='� City Of Tukwila BUILDING DIVISION r1'ECEIVED SEP 24 2019 PERMIT CENTER Each dwelling unit in a residential buildinq shall comply with sufficient options from Table R406.2 sooauoachieve the following minimum number ofcredits: 1.Small Dwelling Unit: 1,6 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor asea but less than 1500 square feet. 1±-1 2.Medium Dwelling Unit: 3.5cmedits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5credits. [] 3. Large Dwelling Unit: 4.5n"oddu Dwelling units exceeding 5OOUsquare feet ofconditioned floor area. []4.Additions less than suusquare feet: .acredits Table R406.2 Summary Option Description 10 Efficient Building Envelope 1a 0.5 1b Efficient Building Envelope 1b 1.0 10 Efficient Building Envelope 1u 2.0 1d Efficient Building Envelope 1d 0.5 2a Ai, Leakage Cnnon| and Efficient Ventilation 2a 0.5 2b Air Leakage CunUn| and Efficient Ventilation 2b 1.0 2o Air Leakage Control and Efficient Ventilation 2c 1.5 3u High Efficiency MV8C8a 1.0 3b High Efficiency HVAC 3b 1.0 3n High Efficiency HVAC5o 1.5 3d High Efficiency MV&C3d 1.0 4 High Efficiency U\ACDistribution System 1.0 5o Efficient Water Heating 5u 0.5 5b Efficient Water Heating sb 1.0 5c Efficient Water Heating 5o 1.5 5d Efficient Water Heating 5d 0.5 O Renewable Electric Energy 0.5 Total Credits *Please refer to Table.11406.2 for complete option descriptions O O O O O O 21 O O O O El O F11 U 0.5 1.0 0.5 1.5 0.0 3.50 \q *0 30"7 Table R4D2.1L1Footnotes For S|:1foot .=3O4.8mn\ci=continuous insulation, int.=intermediate framing. ~ R'va|ues are minimums. U'tactursand 3HGCare maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. 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 onthe interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall atthe interior of the basement wall. "18/15/Zl.+TB"shall bepermitted tobemet with R'13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall, "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors, See R402.2.9.1. "There are noSHGCrequirements inthe Marine Zone. ' Reserved. ~Reserved. ^Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. / Reserved. ^'|nL(inLennediatehaming)denoteogandandham)nAlGinchesoncentervithheadeo}nsubtedwitha minimum ofR'10insulation. Table R4Q2.1.]Footnote ^Nonfenestradon U'factoosha|| be obtained from measurement' calculation or an approved source or as specified inSection R4UZ.l.3. Window, Skylight and Door Schedule Project Information Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Ref. U-factor Contact Information ENTR 40,0' r „ _ k a� 4 N 0:20? POWDEF2 ,DINING;ROOl1lI4. ;' any _ _ 0:28 REATROOM: "":`'i'NGr 0:28Mg : b ,,.NOOK . 0.28 'KITCHENHIiitlitAtcr.'' STkriblYt,top BEDROOM.4, ;pYq`,. 028 u BEDROOMu'4& ;k _ t" " .. STAIRS.:", „' ; 028 DR001111>r2 p:28' IVIASTER<SEDR00M r fir^ ; °MASTER.BA BEDROOMS" 0;281 P.LAYROOM'',, Hopi 0.28 .P,I:AYR00Nl GARAGE%D,1NE LING`jD0`OFt" 0 2'0 J 3TY-s+'in'n . w4ii €. 7, �V �} i i��tR=� il ;Ad '''' :11,1 mmet u.�l�flt`a_ 9 A;r4tYN''.a'�P'dloY. ,ry .a�u�k"`� .�.y. lu 15I e:;ti�N,V b ip i1 OM Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet /nch 1r" 3iP2 6 e iRil,i l 1 1 5 *5 ti ;! 3 4 6:., 1i 5 , 1' 5 s - . 2 1 5 4� 1 n, 1 5 4�����r{ ;1 888 4 1 5 = p 4.' OR' 1 5_ < 4 liii1i 2 4_- 1 e. s = '.. ,i Ii1; �. �� t# Swn' Fw'' �iR$uS;`� isati"yh 'a r 1'4i'Ii!1O„4!H ry, Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 10.0 2.80 36.0 10.08 96.0 26.88 48.0 13.44 25.0 7.00 13.5 3.78 25.0 7.00 10.0 2.80 20.0 5.60, 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 8.0 2.24 22.5 6.30, 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 0.0 0.00 , :::!":-.-. ,,,- ,,,,,: ri.;-.k.....,',...- ',. -' - - N- '':::4':':;tr--;fgl:::.:A0 ',.'; .•A 5F-4,--L--' 4';,:;;;:...:4;P:. IT4-5111714'44,-..4,A1 t' '-'''- :)..1'41.44P41:0-6.15, ' -", %, ':, ... Alif.45k;:•:,., -:,,III: , 1 .- 't, 1.,',',.;,,',*4:1 .-e-fie lialilk44,t,15&11111 ,.-.**7f,,!,' :;,,!,,,,,,,,!:,,m4„,-tri. 1 aiL:4,,,,O,,A,Pic''Le:11,;,,cr-ZiNli e,,e,,,-,:[,,,,,':4',.,q11,',.e;'4•11IiiikiiteitlINPIt e 1,,,P1,41 i',A112, Overhead Glazing (Skylights) Component Description CIA iill % e:!!!:::1 Fie :_--r7leA Re, LA ''Iltig Iti'M '11' 119,',',4 iir Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor ,'i64;A:0-----,---- i,..1!", 1 4W:4;1`.,,,i'''-,- ' ,, li'-t,:,1.--itil Width Height Qt. Feet Inch Feet Inch *Iii, sltii:l'• i!;1[Iii iiiii 'T. 40.411 agii ,z: 44.4-,, in 4411 i1144 II itgl '-'Istj ''Y''',,,21 21221 22 SPE lit 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 cakulations) 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 0.00 473.8 129.64 Area 0.27 UA 0.0 0.00, 0.00 0.0 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 I 0.0 0.00 0.00 473.8 129.64 Sim • le Heatin . S stem Size: Washin . ton State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2B'2802=2 , ."rft rt,+ Gn.a Heating System Type: OO All Other Systems Contact Information 0 Heat 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 Joi Instructions Above Grade Walls (see Figural) Instructions Floors Instructions Below Grade Walls (sea Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Design Temperature Difference (AT) 46 A = Indoor (70 degrees) - Outdoor Design Temp '2802 Conditioned Volume 23,817 U-Factor X Area = UA 0.30 474 ;;+ 142.20 U-Factor X Area = UA 0.50 U-Factor X Area UA 0.026 41,6715 43.45 U-Factor X Area UA No selection U-Factor X Area UA 0.056 2,471 -" 138.38 U-Factor X Area UA 0.025 1167t 41.78 U-Factor X Area UA No selection F-Factor X Len . th UA No selection--- F-Factor X Len . th UA No selection M "t Location of Ducts Instructions t Duct Leakage Coefficient 1.10 Sum of UA Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6XAT X.018 Building Design Heat Load 28,659 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,525 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 44,135 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 365.80 16,827 Btu / Hour (07/01/13) Notation: ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0307 PROJECT NAME: STERLING - LOT 5 SITE ADDRESS: 5435 S 150TH ST X Original Plan Submittal Response to Correction Letter # DATE: 09/24/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENT Building Divisio Public Or/ Works Oto Fire Prevention Structural TSAC7 Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable E (no approval/review required) REVIEWER'S INITIALS: DATE: 09/26/19 Structural Review Required APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections enter d in 4.. E views) Approved with Conditions Denied (ie: Zoning Issues) DATE: DUE DATE: 10/24/2019 n r REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ej Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 On Site Storm Maintenance Agreement For King County Parcel: #8733000095 Address: 5435 S 150th st Tukwila, WA 98168 Owner of 5435 S 150thb St, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 6/12/2020. Subsequent owners shall incur responsibility. Cary Lang, Owner State of WA County of Ki�C 1 certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this 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: U(r ((,I ,go G EA ION • S, Z`l• 29- F WAS \\\\‘‘ Name: /1ce(1 / I C , q( eA-4' Notory Public in and�o'the State of Residing at: /L(6-21]9 , c../7f My appointment expires: Gx/74/ --- 07 ��^�x« "�� �^nn�"°v^U ~°�~� «�n Tukwila Department mfPublk Works 63VVSoutMcenterBoulevard, Suite #1Q0 Tukwila, Washington 9818D Phone: 206-433'0179 Faw:206'431-3665 Web site: http://www.TukwilaWA.gov, Parcel No: 8733000095 Applicant: STERLING - LOT 5 WATER METER INFORMATION Permit Number: D19-0307 Issue Date: 12/12/2019 Permit Expires On: 6/9/2020 DESCRIPTION OFWORK: CONSTRUCT 1 NEW SINGLE FAMILY HOME. 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. PRIVATE SANITARY SEWER EASEMENT WITHIN LOT 4FOR THE BENEFIT OFTHIS LOT 5. METER #2 METER #3 Water Meter Size: � Water Meter Type: PERM Work Order Number: 21940139 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $}.QD $[iOO Plan Check Fee: $10.00 $0.00 $0.08 Inspection Fee: $15.00 $0.00 $0.00 Turn onFees: $50.00 $0.00 $0.00 Cascade Water Alliance (RCFC: $0.00 TOTAL WATER FEES: $1,125.00 BULLETN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S'ir ezLif4 (Lo—r \ .54-35 s, 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. 5-tytVa %gin 19 - oz 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ (4) PERMIT # I 9 5. Enter total excavation volume 40 cubic yards Enter total fill volume 4o cubic yards 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 .1 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 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 42. (5) 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) $ (6) 7. Pavement Mitigation Fee (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE ,/ 50 or less ../ $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) $ 3 (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 $ 2,5 i (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777') $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 13 3 3 ./3 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 i Cascade Water Alliance RCFC 01.01.2019—12.31.2019 Total Fee 0.75 $625 $6,416 $7,041 1 1 ./ $1125 $16,040 $17,165 1.5 $2425 $32,080 $34,505 2 $2825 $51,328 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 $168,225 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0307 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 5435 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, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of Pe , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that 11.tx-J6 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 'PPe...C/De,/f) of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated /,2 // tck Notary Public in and for the State of Washington residing at .4). 6- o My appointment expires "1-- ,43 DATED this GRANTEE: CITY ofTUKWILA By: Print Name: Its: day of --,/(it1 tt(i.r , 2010 Henry Hash 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: • 601,1,-', .157 ( NOTARY PUBLIC, in and for the State of Washington, residing at kti/16)1(4 , My commission expires: 0 JLabor & Industries (htlps://Ini.wa.govl Contractors CARY LANG CONSTRUCTION INC I 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 9802:3 253-661-6880 KING County WA UBI No. Business type 601 231 391 Corporation Governing persons CARY M LANG JENNIFERANN LANG; ILicense 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. CARYLCI101 OF 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. B1S00028853-03 Received by L&I 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. W SSMH Of Z 'PVC (S) y _Rfm=152.32 CTR. CHANNEL=144.53(W,E) r"RCP (E, W) N O \\ W W W V-- W _-- SS _�4�'j S- — — — N 01 " —G N G_ G — S f50Thl STREE l INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET RIM=158. 49 IN - W W IE=152.91 24"RCP (E) IE=152. 62 SS. IE=152.21 24"RCP (W) LET PR®TEGT G&—_ _ PER DETAIL THIS SHEET ss _ A T • �Ix ___.- -_ - . t• BP c\l 8P BP._. ,.I S,. , _ , HA � r f 1 • . r t . i 4M(„ • • is ASPHALT --------------- �J T + , E z J rn 3 a ;4 U rn c 0 0 � o o 0 a Z 0 U Z 0 0 U 0 a B 0 M m m s i 0 a 0 E I ------------------------- m 0 N 0 a rn (® D D D D conic. D ° ° D I D !1 EXISTING , w BUILDING I p 5 EX. HOUSE TO BE DEMOLISHED UNDER SEPARATE PERMIT i x v W M N r, Z x � x hx ...... I TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET x CLEARING LIMIT (6,900 SF - 0.1 ACRE) N8802957"W sann' V 0 PROPERTY LINE RIGHT OF WAY LINE — — RIGHT OF WAY CENTERLINE — — ADJACENT PROPERTY LINE PROPERTY CORNER EX. ROC ERY WALL TO REM IN CONC. CATCH BASIN GRATE — xj/ \/\\ V� � x j�/ � OVERFLOW 1 \\ \\\/\ j/j SOLID W LI \\ FILTER MEDIA FOR EX. DRIVEWAY TO REMAIN\/j xA. DEWATERING VA/. �AAjVv \� POROUS BOTTOM \\ %\. 6 ! 0 000 � °j 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 W SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTIfJN DETAIL o PER 2016 KCSWDM FIGURE'C.3.9.B ZZ SCALE: NONE COORDINATE WITH ADJACENT OWNER FOR FENCE REMOVAL 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 Late will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. _ Final acceptance is subject to field inspection by the Public Works utilities inspector. - Date: By: SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10 0 MAX. TOE IN SHEETING IN —I\ o MINIMUM 4"X4" TRENCH I .—) � — i PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED REVISIONS No e.,ar:�es snail te mace to toe scope PLASTIC COVERING DETAIL of work wnnoui a+ro: acorovai Of the PER 2016 KCSWDM FIGURE C.3.4.A Tukwila Building O+vasion, SCALE: NONE NOTE: Revtsi6ns will requue a new plan submittal and may include additional plan review. RATE PERMIT JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. c2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC --------it-------- ;; —� NI U 6' MAX. TI Z 4" MIN POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED `r BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 314" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD OP40 EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT /�R=25' MIN. IF THERE IS A ROADSIDE DITCH GEOTEXTILE UNDERLINE PER KING COUNTY ROAD STANDARDS 4" TO 8" QUARRY SPALLS SEPA REQUIRED FOR: ❑ Mecharti-I dElectrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION UNDISTURBED GROUND FILE O'M — Permit No. �1J Plan review approval Is subject to errors and omissions. Approval of construction documents noes j noC authorize the violation of any adopted code or ordinance Receipt of approvec F,elo Copp ane ,o?4,n, Is acknowledgec: ey_ ( � --.az Date: Z % 100' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES 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. Ft ECF_IVE=CJ 1/ CONSTRUCTION ENTRANCE DETAIL CITY OF TUKVVII-�t HORIZONTAL GRAPHIC SCALE PER 2016 KCSWDM FIGURE C.3.1.A ��� 2 2�)� 10 5 0 5 10 Know what's below. SCALE: NONE 1 inch = 10 ft. Call before you dig. PERMIT CENTER REFERENCE SHEET SHEET NO. 1 C1 OF 2 SHEETS O J O W , 00 Q t'^^ VJ O r —J Z U Cn 'S < Z M (� Q LC) Q W U m c ,c c W j c c QW) C N W N E Z �°° 0 mti;3 m 0 oil -9 LntoE- p 0 Z Z Z Z Lu a Q ¢ Q =5 u� _ = = a ro ck w p RE IIEWED FOR G DDI i C M LIA C APPROVED EC06201 Ci o Tu wil B IL 1N D VI 10 ,... iUT, W "Mill mil elixtI ►1-11 = A — A AMP AIV AUDIOVISUAL AB ANCHOR BOLT ACC ACCESSORIES AGST ACOUSTIC(AL) ACT ACOUSTIC CEILING TILE ADJ ADJACENT, ADJUSTABLE) AFF ABOVE FLOOR FINISH ALT ALTERNATE ALUM ALUMINUM APPROX APPROXIMATELY ARCH ARCHITECTURAL) AUTO AUTOMATIC —B— BATH BATHROOM BD BOARD BED BEDROOM BLDG BUILDING BLKG BLOCKING BM BEAM BO BOTTOM OF BTWN BETWEEN BUR BUILT UP ROOFING) --C— CAB CABINET CALC CALCULATION CB CATCH BASIN, CORNERBEAD OEM CEMENT CFOI CONTRACTOR FURNISHED & OWNER INSTALLED CG CORNER GUARD CH COAT HOOK CIP CAST IN PLACE CJ CONTROL JOINT, CONSTRUCTION JOINT CL CENTERLINE CLG CEILING CLO CLOSET CLR CLEAR CMU CONCRETE MASONRY UNIT CO CLEAN OUT COL COLUMN CONC CONCRETE CONF CONFERENCE CONN CONNECT(ION) CONSTR CONSTRUCTION CONT CONTINUE, CONTINUOUS CONTR CONTRACTOR COORD COORDINATE CORR CORRIDOR CP CEMENT PLASTER CPT CARPET CRL CHAIR RAIL CS CONCRETE SEALER CSMT CASEMENT CTR CENTER —0— D DEEP, DRYER DEL DOUBLE DEB DRY ERASE BOARD " DEMO DEMOLISH(ED), DEMOLITION DEPT DEPARTMENT " DET DETAIL OF DRINKING FOUNTAIN DIA DIAMETER DIM DIMENSION DISP DISPOSAL DL DEAD LOAD DN DOWN DP DECORATIVE PANEL DR DOOR, DINING ROOM, DRAIN IDS DOWNSPOUT DW DISHWASHER DWG DRAWING DWR DRAWER —E— E EAST EA EACH EC EDGE OF CURB EE EACH END EIFS EXTERIOR INSULATION & FINISH SYSTEM EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EMER EMERGENCY ENCL ENCLOSE(D), ENCLOSURE EP ELECTRICAL PANELBOARD EQ EQUAL EQUIP EQUIPMENT EST ESTIMATE(D) EW EACH WAY EWC ELECTRIC WATER COOLER EWH ELECTRIC WATER HEATER EXH EXHAUST EXIST EXISTING EXP EXPOSED, EXPANSION _ EXT EXTERIOR —F— FA FIRE ALARM FAAP FIRE ALARM ANNUNCIATOR PANEL FD FLOOR DRAIN FDC FIRE DEPARTMENT CONNECTION FDTN FOUNDATION FDV FIRE DEPARTMENT VALVE FE FIRE EXTINGUISHER FEC FIRE EXTINGUISHER CABINET FF FACTORY FINISH, FINISH FACE FH FIRE HYDRANT FHC FIRE HOSE CABINET FHR FIRE HOSE RACK, FIRE HOSE REEL FILM SPECIALTY FILM " FIN FINISH(ED) FIXT FIXTURE FLASH FLASHING FLR FLOOR FLUOR FLUORESCENT FMF FLEXIBLE MEMBRANE FLASHING — F CONTINUED — FOB FACE OF BRICK FOC FACE OF CONCRETE FOF FACE OF FINISH FOM FACE OF MASONRY FOS FACE OF STUD FPL FIREPLACE FRP FIBER REINFORCED PLASTIC FRTW FIRE RETARDANT TREATED WOOD FRZ FREEZER FS FULL SIZE FT FOOT, FEET FTG FOOTING FURN FURNITURE — G — G GROUND GA GAUGE GALV GALVANIZED GAR GARAGE - GB GRABBAR GC GENERAL CONTRACTOR GEN GENERAL GFRG GLASS REINFORCED PLASTER, GLASS FIBER REINFORCED GYPSUM GI GALVANIZED IRON GL GLASS, GLAZING GLULAM GLUE LAMINATED GR GROSS GT GROUT GWB GYPSUM WALL BOARD —H— H HIGH, HEIGHT HB HOSE BIB HC HOLLOW CORE HDR HEADER HDW HARDWARE HGR HANGER HM HOLLOW METAL HRL HANDRAIL HORIZ HORIZONTAL HR HOURS HT HEIGHT HVAC HEATING, VENTILATION & AIR CONDITIONING HWT HOT WATER TANK —I— II- IMPACT INSULATION CLASS IN INCH(ES) INC INCREASE INCL INCLUDE(D), INCLUDING INFO INFORMATION INSTL INSTALLATION) INSUL INSULATION INT INTERIOR —J— JAN JANITOR JBOX JUNCTION BOX JT JOINT —K— KD KILN DRIED KIT KITCHEN KW KILOWATT —L— L LEFT, LINEN, LONG LAB LABORATORY LAM LAMINATE(D) LAU LAUNDRY LAV LAVATORY LB(S) POUND(S) LOG LANDING LINO LINOLEUM ILL LIVE LOAD LOC LOCATION LPT LOW POINT LR LIVING ROOM LRG LARGE LT LIGHT LTG LIGHTING LVR LOUVER —M— M/S MIRROR &SHELF MACH MACHINE MAINT MAINTENANCE MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MBR MASTER BEDROOM MC MEDICINE CABINET MOO MEDIUM DENSITY OVERLAY MECH MECHANIC(AL) MED MEDIUM MEDS MEDICINE, MEDICAL MEMB MEMBRANE MEZZ MEZZANINE MFR MANUFACTURER MFRREC MANUFACTURER'S RECOMMENDATION(S) MGR MANAGER MH MANHOLE MIN MINIMUM MIR MIRROR MISC MISCELLANEOUS MO MASONRY OPENING, MONITOR MTD MOUNTED MTL METAL MULL MULLION MOLT MULTIPLE MW MICROWAVE OVEN —N— N NORTH NA NOT APPLICABLE NO NOISE CRITERIA, NURSE CALL NCAP NURSE CALL ANNUNCIATOR PANEL NIC NOT IN CONTRACT NO NUMBER NOM NOMINAL NTS NOT TO SCALE —0- 0/ OVER OA OVERALL OC ON CENTER OCC OCCUPANTS, OCCUPANT LOAD, OCCUPANCY OD OUTSIDE DIAMETER OFCI OWNER FURNISHED & CONTRACTOR INSTALLED OFOI OWNER FURNISHED & OWNER INSTALLED OFD OVERFLOW DRAIN OFF OFFICE OGL OBSCURE GLASS OH OVERHEAD OPH OPPOSITE HAND OPNG OPENING OPP OPPOSITE ORD OVERFLOW ROOF DRAIN OZ OUNCE --P— P PAINT(ED), PANTRY PC PORTLAND CEMENT PCC PRECAST CONCRETE PED PEDESTAL PERF PERFORATED PERM PERMANENT PERP PERPENDICULAR PFP PREPARED FOR PAINT PIV POST INDICATOR VALVE PL PLATE, PROPERTY LINE PLAM PLASTIC LAMINATE PLAS PLASTER PLBG PLUMBING PLYWD PLYWOOD PMTL PAINTED METAL PNT POINT PP POWER POLE PR PAIR PREFAB PREFABRICATE PRELIM PRELIMINARY PRKG PARKING PROP PROPERTY PS PROJECTOR SCREEN PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT PRESERVATIVE TREATED, PRESSURE TREATED, POST TENSIONED PTO PAPER TOWEL DISPENSER PTN PARTITION PVC POLYVINYL CHLORIDE, POLYVINYL CHLORIDE PIPE PVD PROVIDE PVG PAVING PVR PAVERS —Q— QTY QUANTITY QTZ QUARTZ —R— R RISER, RADIUS R/S ROD & SHELF RA RETURN AIR RCP REFLECTED CEILING PLAN RD ROOF DRAIN REBAR REINFORCING BAR REC RECESSED RECPT RECEPTACLE REF REFERENCE, REFRIGERATOR REINF REINFORCE(D), REINFORCING RES RESILIENT READ REQUIRED REST RESTROOM RET RETAINING REV REVISED, REVISION RF RAISED FLOOR(ING) RH ROBE HOOK RM ROOM RO ROUGH OPENING RP RADIUS POINT IRS ROUGHSAWN RT RIGHT RVL REVEAL —S— S SOUTH, SINK SAN SANITARY SO SOLID CORE SCD SEAT COVER DISPENSER SCHED SCHEDULE SO SOAP DISH, SOAP DISPENSER, STORM DRAIN SEAL SEALER, SEALANT SECT SECTION SEP SEPARATION SF SQUAREFEET SG SAFETY GLASS, SAFETY GLAZING SHR SHOWER SHT SHEET SHTG SHEATHING, SHEETING SHLV SHELVING SIM SIMILAR SM SHEET METAL SND SANITARY NAPKIN DISPOSAL SOG SLAB ON GRADE SOL SOLID SURFACE STO STONE SPEC SPECIFICATION(S) SPKLR SPRINKLER SPKR SPEAKER SQ SQUARE SQIN SQUARE INCH SS SERVICE SINK, SANITARY SEWER SST STAINLESS STEEL ST STREET, STAIN STA STATION STC SOUND TRANSMISSION CLASS STD STANDARD STL STEEL STOR STORAGE STRUCT STRUCTURAL SU SOILED UTILITY SUBFL SUBFLOOR SUSP SUSPENDED SW SWITCH SYM SYMMETRICAL —T— T TREAD, TILE T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TB TOWEL BAR TEL TELEPHONE TEMP TEMPORARY, TEMPERATURE TER TERRAZZO THK THICKNESS) TI TENANTIMPROVEMENT TL TOTALLOAD TMPD TEMPERED TO TOP OF TOB TOP OF BEAM TOO TOP OF CURB, TOP OF CONCRETE TOF TOP OF FOOTING, TOP OF FLOOR, TOP OF FRAME TOS TOP OF SLAB, TOP OF STEEL TOW TOP OF WALL TPD TOILET PAPER DISPENSER TR TRANSITION STRIP TV TELEVISION TYP TYPICAL —U— UC UNDERCOUNTER, UNDERCABINET, UNDERCUT UGND UNDERGROUND UNO UNLESS NOTED OTHERWISE UP UTILITY POLE UTIL UTILITY —V— V VOLT(AGE) VCT VINYL COMPOSITION TILE VEH VEHICLE VEND VENDING MACHINE VERT VERTICAL VEST VESTIBULE VIF VERIFY IN FIELD VNR VENEER VTO VENT TO OUTSIDE VTR VENT THROUGH ROOF —W— W WEST, WIDE, WASHING MACHINE W/ WITH WID WASHER & DRYER W/0 WITHOUT WB WALL BASE WC WATER CLOSET, WALL COVERING WCO WINDOW COVERING WD WOOD WF WIDE FLANGE WH WATER HEATER WIC WALK-IN CLOSET WIN WINDOW WM WIRE MOLD, WATER METER, WIRE MESH WO WALK -OFF FLOORING WP WORK POINT, WATERPROOFING, WEATHERPROOF WPM WATERPROOF MEMBRANE WR WATER REPELLENT, WATER RESISTANT WRB WATER RESISTANT BARRIER WSCT WAINSCOT WRC WASTE RECEPTACLE WT WEIGHT WWF WELDED WIRE FABRIC — ASSOCIATIONS & CODES — AISI AMERICAN IRON AND STEEL INSTITUTE AMCA AIR MOVING& CONDITIONING ASSOCIATION ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATION APWA AMERICAN PUBLIC WORKS ASSOCIATION ARIB ASPHALT ROOFING INDUSTRY BUREAU ASME AMERICAN SOCIETY OF MECHANICAL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS AWI AMERICAN WOODWORK INSTITUTE AWS AMERICAN WELDING SOCIETY AWWA AMERICAN WATER WORKS ASSOCIATION CRSI CONCRETE REINFORCING STEEL INSTITUTE CS COMMERCIAL STANDARD OF THE US DEPARTMENT OF COMMERCE CS] CONSTRUCTION SPECIFICATIONS INSTITUTE FGI FACILITY GUIDELINES INSTITUTE FGMA FLAT GLASS MARKETING ASSOCIATION GA GYPSUM ASSOCIATION HUD US DEPARTMENT OF HEALTH & URBAN DEVELOPMENT ISO INTERNATIONAL BUILDING CODE ICC INTERNATIONAL CODE COUNCIL IEEE INSTITUTE OF ELECTRICAL & ELECTRONIC ENGINEERS IFC INTERNATIONAL FIRE CODE IMC INTERNATIONAL MECHANICAL CODE IRC INTERNATIONAL RESIDENTIAL CODE IPCEA INSULATED POWER CABLE ENGINEER ASSOCIATION MLA METAL LATH ASSOCIATION NAAMM NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS NEMA NATIONAL FIRE PROTECTION ASSOCIATION NWMA NATIONAL WOODWORK MANUFACTURER'S ASSOCIATION OSHA OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION PS PRODUCT STANDARD OF US DEPARTMENT OF COMMERCE SDI STEEL DECK INSTITUTE, STEEL DOOR INSTITUTE SMACNA SHEET METAL& AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION SSPC STEEL STRUCTURES PAINTING COUNCIL TCA TILE COUNCIL OF AMERICA UL UNDERWRITEWS LABORATORIES UPC UNIFORM PLUMBING CODE WAC WASHINGTON ADMINISTRATIVE CODE WISHA WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT WSDOH WASHINGTON STATE DEPARTMENT OF HEALTH WSDSHS WASHINGTON STATE DEPARTMENT OF SOCIAL & HEALTH SERVICES WSEC WASHINGTON STATE ENERGY CODE WSVIAQC WASHINGTON STATE VENTILATION & INDOOR AIR QUALITY CODE WWPA WESTERN WOOD PRODUCTS ASSOCIATION —ANNOTATIONS— PLAN NORTH N TRUE NORTH # I A##.## — — _LEVEL NAME ELEVATION EN�+ NORTH ARROW GRID LINE MATCH LINE ELEVATION DATUM SPOT ELEVATION A, BREAK LINE --VIEW REFERENCE— --TAGS— REVISION CLOUD W/ TAG BUILDINGSECTION WALL SECTION, VERTICAL SHAFT I CHASE DETAIL SECTION EXTERIOR ELEVATION INTERIOR ELEVATION ENLARGED VIEW, DETAIL VIEW KEYNOTE WALL TAG DOOR TAG WINDOW TAG STOREFRONTTAG CURTAIN WALL TAG GLAZING TAG LIGHTING TAG FINISH TAG FURNITURE/ EQUIPMENT TAG SHEET LAYOUT 1. DETAIL NUMBERS MAY FOLLOW A NUMBERING SEQUENCE SIMILAR TO DIAGRAM BELOW. 2. DETAIL NUMBERS MAY SKIP WHEN A DETAIL FALLS WITHIN MULTIPLE CELLS. 20 16 El'8 4 18 15 [,,:1 7 3 U 0 18 14 L10[1:]E2 m J F- ~ 17 13 9 5 1 SHEET LAYOUTDIAGRAM —LINEWORK-- CONSTRUCTION n LINE STYLES ------------------ HATCH PATTERNS EXISTING ELEMENT TO REMAIN DEMOLISHED ELEMENT NEW CONSTRUCTION ELEMENT BATT INSULATION CENTERLINE CLEARANCES HIDDEN ELEMENT OPENING BEYOND OVERHEAD ELEMENT PROPERTY LINE OUT OF SCOPE LIMITED SCOPE CONCRETE EARTH BELOW GRADE GYPSUM BOARD MASONRY, BRICK (PLAN VIEW) MASONRY, CMU (PLAN VIEW) METAL RIGID INSULATION WOOD M-1 00 �Mll, ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM 9Y:!ING. RbL A B TV wtin Last P. . o ._ Uj •• ;, •• • • s_.. ... �r,... . ry • . _._ ;s a CD PROJECT# 2017036.20 PERMIT SET ISSUE DATE SEPTEMBER 12, 2019 a BUILDING CODE ANALYSIS •ut I in, •E = •, NOTES & LEGEND - LIFE SAFETY PLAN JURISDICTION CITY OF TUKWILA, WASHINGTON BUILDING CODES 2015 INTERNATIONAL BUILDING CODE (IBC) W/ WASHINGTON STATE AMENDMENTS, WAG 51-50 2015 INTERNATIONAL FIRE CODE (IFC) W/ WASHINGTON STATE AMENDMENTS, WAG 51-54 2015 INTERNATIONAL MECHANICAL CODE (IMC) W/ WASHINGTON STATE AMENDMENTS, WAG 51-52 2015 UNIFORM PLUMBING CODE (UPC) Wt WASHINGTON STATE AMENDMENTS, WAG 51-56 & WAG 51-57 2015 WASHINGTON STATE ENERGY CODE, WAG 51-11 2015 NATIONAL ELECTRICAL CODE (NFPA 70) ACCESSIBILITY CODES 2015IBC - CHAPTER 11 ICCIANSI A117.1-2009 (REFERENCED BY IBC) CHAPTER 3: USE & OCCUPANCY CLASSIFICATION OCCUPANCY CLASSIFICATION: B - BUSINESS DESIGN NOTE., PER IBC SECTION 303.1.1, SPACES USED FOR ASSEMBLY PURPOSES WITH AN OCCUPANT LOAD OF LESS THAN 50 PERSONS SHALL BE CLASSIFIED AS A GROUP B OCCUPANCY. CHAPTER 5: GENERAL BUILDING HEIGHTS AND AREAS DESIGN NOTE: NO CHANGE TO EXISTING BUILDING ENVELOPE TABLE 504.3 ALLOWABLE BUILDING HEIGHT IN FEET ABOVE GRADE PLANE OCCUPANCY I SPRINKLERED CONSTRUCTION TYPE HEIGHT B SM (MULTI -STORY, NFPA 13) TYPE V-B _ 60 TABLE 504.4 ALLOWABLE NUMBER OF STORIES ABOVE GRADE PLANE OCCUPANCY SPRINKLERED CONSTRUCTION TYPE I— STORIES B I SM (MULTI -STORY, NFPA 13) I TYPE V-B 3 EXISTING BUILDING AREA (NO CHANGE): LEVEL 1: 10,180 SF LEVEL 2: 9,100 SF TOTAL BUILDING AREA: 19,280 SF EXISTING BUILDING HEIGHT (NO CHANGE): NUMBER OF STORIES: 2 29'-0" FROM GRADE TO TOP OF PARAPET 26'-0" FROM GRADE TO TOP OF ROOF CHAPTER 6: TYPES OF CONSTRUCTION CONSTRUCTION TYPE: V-B TABLE 601 FIRE -RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HOURS) BUILDING ELEMENT TYPE V-B PRIMARY STRUCTURAL FRAME 0 BEARING WALLS • EXTERIOR 0 BEARING WALLS - INTERIOR 0 NONSEARING WALLS AND PARTITIONS - EXTERIOR SEE TABLE 602 NONBEARING WALLS AND PARTITIONS •INTERIOR 0 FLOOR CONSTRUCTION 0 ROOF CONSTRUCTION 0 DESIGN NOTE: NO CHANGES TO EXISTING BUILDING ELEMENTS CHAPTER 10: MEANS OF EGRESS DESIGN NOTES: PER IBC SECTION/TABLE 1006.2.1 SECTION/TABLE 1006.3.1, THE PROVIDED EXISTING EXITS AND EXIT ACCESS DOORWAYS SATISFY THE REQUIRED TOTAL OF TWO EXITS OR EXIT ACCESS DOORWAYS FROM ANY SPACE. OCCUPANT LOAD CHART - LEVEL 1 ROOM INFORMATION OCCUPANCY CLASSIFICATION IBC 2015 TABLE 1004.1.2 MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT OCCUPANT LOAD NUMBER NAME AREA FUNCTION OF SPACE LOAD FACTOR GROSSINET 100 WORKROOM 85 SF B BUSINESS AREAS 100 SF GROSS 1 101 FILE STORAGE 127 SF B ACCESSORY STORAGE AREAS 300 SF GROSS 1 102 OFFICE 129 SF B BUSINESS AREAS 100 SF GROSS 2 103 OPEN OFFICE 1484 SF B _-- BUSINESS AREAS 100 SF GROSS 16 104 OFFICE 93 SF B BUSINESS AREAS 100 SF GROSS 1 '.. 105 OFFICE 173SF B BUSINESS AREAS 100 SF GROSS 2', 106 OFFICE 87 SF B BUSINESS AREAS 100 SF GROSS 1' 107 _ OFFICE 112SF B BUSINESS AREAS 100 SF GROSS 2 108 OFFICE 155SF B BUSINESS AREAS 100 SF GROSS 2 109 OFFICE 137SF B BUSINESS AREAS 100 SF GROSS 2 110 OFFICE 131SF B BUSINESS AREAS 100 SF GROSS 2 — III OFFICE 128 SF B BUSINESS AREAS 100 SF GROSS _ 2 112 OFFICE 128SF B BUSINESS AREAS 100 SF GROSS 2 113 OFFICE 131SF B BUSINESSAREAS 100 SF GROSS 2 114 OFFICE 163SF B BUSINESS AREAS 100 SF GROSS 2 115 OPEN OFFICE 202 SF B BUSINESS AREAS 100 SF GROSS 116 STORAGE 35SF B ACCESSORY STORAGE AREAS 300SF GROSS 1 117 HALL 349SF B BUSINESS AREAS 100 SF GROSS 4 118 BREAK ROOM 320SF B BUSINESS AREAS 100 SF GROSS 3 119 OFFICE 383 SF B BUSINESS AREAS 100 SF GROSS 8 120 OFFICE 201 SF 121 OFFICE 120 SF EXISTING TOTAL SITE AREA 54,120 SF (1.24 ACRES) (NO CHANGE) PERMITTED SITE USE ZONE TUC - TUKWILA URBAN CENTER PERMITTED USE OFFICE (NO CHANGE) SPECIAL REGULATIONS NIA SETBACKS N/A PARKING REQUIREMENTS NO CHANGE IN BUILDING USE OR SIZE BO DECK LL c CEILING /f a— RIGID BRACE AT MAX 8- OC AT ALTERNATE SIDES GYPSUM BOARD 3" MTL STUD,16" OC GYPSUM BOARD TVRE M01- RATWG - souRcE UL U465 src 45.49 EArT SOUND ATTENUATION INTERIOR PARTITION TYPES - METAL 2 3/4" =1'-0" 1. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. NOTIFY ARCHITECT OF ANY DISCREPANCY PRIOR TO BEGINNING WORK. 2. PROVIDE EXIT SIGNAGE PER 2015 IBC 1009.9,1009A0,1009.11, AND 1013. 3. PROVIDE MEANS OF EGRESS ILLUMINATION PER 2015 IBC 1008. e KEY NOTES - F & LS PLAN # NOTE DESCRIPTION 1 MEANS OF EGRESS PATH ALL THE WAY TO EXIT DISCHARGE, WHICH IS OUTSIDE OF PROJECT SCOPE, TO COMPLY WITH 2015 IBC SECTION 1008 FOR EGRESS ILLUMINATION. CONTRACTOR TO VERIFY EXISTING PATH IS ILLUMINATED MINIMUM OF 1 FOOTCANDLE AT THE WALKING SURFACE. ALSO VERIFY WHICH EXISTING LIGHT FIXTURES ARE EQUIPPED WITH EMERGENCY BATTERY PACKS, NOTIFY OWNER /ARCHITECT FOR FINDINGS AND CONSULT FOR CORRECTIVE ACTION, IF REQUIRED. BO DECK > RIGID BRACE AT MAX 8' OC AT ALTERNATE SIDES CEILING �JF (2) LAYERS 518"GYPSUM BOARD V- 1518- MTL STUD,16" OC 518" GYPSUM BOARD, rvaE M02_ RATING - souRcE EXISTING WALL TYPE - VIF src 45-49 sari SOUND ATTENUATION ANNOTATION TAG ROOM NAME ® ROOM TAG Wt OCCUPANT LOAD COUNT tN DOOR FIRE RATING MEANS OF EGRESS CAPACITY WIDTH PROVIDED WIDTH REQUIRED ASSEMBLY RATING ® EXISTING FIRE BARRIER, 2-HOUR 1737=111 EXISTING FIRE BARRIER, 1-HOUR EXITING --�--- EXIT SIGN, EXISTING ® EXIT SIGN, NEW FIRE EXTINGUISHER CABINET, EXISTING TO REMAIN FIRE EXTINGUISHER CABINET, NEW FE EXIST. WALL MOUNTED FIRE EXTINGUISHER REINSTALLED MEANS OF EGRESS 123 EXIT ACCESS EXIT DISCHARGE OCCUPANTLOAD 123 NOTES & LEGEND - RATED ASSEMBLIES FRAMING TYPE E = EXTERIOR FRAMING (VARIES) • M =INTERIOR METAL FRAMING • W = INTERIOR WOOD FRAMING • C=CONCRETE /MASONRY 2-DIGIT ASSEMBLY NUMBER SEE ASSEMBLY SECTION STUD SIZE/ THICKNESS METAL A=1-518" B = 2.1/2" C = 3-5/8" D=4" E=6" r(FE rAwj BARRIER TYPE & RATING -- wm FB 1 HR EW = EXTERIOR WALL souRcE XX)W# -e RATED SYSTEM SOURCE FB=FIRE BARRIER STc 00.99 GA (SEE IBC CHAPTER 7) BATT INSULATION TYPE IBC (TABLE 721.1) UL U"NU I U I AL: GL 46/Z bt ou A B C D E F G I H 0 ADDED COMMON PATH OF EGRESS TRAVEL PER CITY COMMENT IF- Do0 1 O f�7 2 — u — I— u OFFICE — — — — — — F — 2 OFFICE I ( I) I 104 10I I m OFFICE BREAK ROOM 1 (2) c AL ! JL = 105 118 MAX ALLOWABLE 300'-U" MAX ALLOWABLE 309-W 121 _ _ [31 1 r---------------------I-'-- _____F---------� ---- --- PROVIDED110'-2" PROVIDED109'- r I MAX ALLOWABLE100'-0 i I + PROVIDED44'-W II II 0 --_ -T— FILE STORAGE I I — - r- — —1 — I jL — _ —IL_ — _ ji i OFFICE I WORK ROOM I 106 EXISTING AREA 100 I DI OUT OF SCOPE OFFICE it I OPEN OFFICE I 119 F q 103. �) 1 [al ofFlcE � 3 'out of Scope; I I II II 1 II II i 707 r - I I D1PG01 oa�`OS'(PNCEc553— LPL — — JL _ — � ' HALL i 1 i UgOFOVFITsiExl1AccsssDOor�wPvs �: I 1[41 1sTr�4ceB--------- — _ - lF — - I STORAGE I 1 OFFICE OFFICE OFFICE OFFICE 109 110 111 OFFICE OFPI E OFFICE OI OPEN OFFICE c i1 J I IST. [21 121 2 — — ttt ELEV 708 112 113 114 115 I 2 I 2 m 2 131 ' I 4 - - - - - - - - - 1-I 4 L-- — L---1 J MACHINE A B C D E F G H N 1 LEVEL 1 - LIFE SAFETY PLAN //8" CORR.TION LTR__ RECEIVED CITY OF TUKWILA NOV 0 4 2019 PERMIT CENTER =7i1`Z*=o`1111 ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM •• •• •• "`a `1 ol CL 0 Z Co 0 t 1� x,N PROJECT # _ 2017036.20 PERMIT SET LIFE SAFETY PLAN - LEVEL 1 =s= (p CAT. 5E VS CAT. 5E RL1 DPP T. L-� 0-1 ov CAT. 5E RL1 120V ---DPP :: —01�ov� CAT. 5E 120V E CAT, 5E �D - SWITCH 'a' ON/OFF, DIM UP/DOWN a LV TYPICAL ROOM (WITH DAYLIGHT ZONE) AND SWITCHED RECEPTACLES LIGHTING CONTROL DIAGRAM DIAGRAMMATIC W No CAT. 5E RL1 �--n 3P I 0-lov CAT. 5E RL1 120V >— * 0-1 �ov CAT. 5E 120V; CAT. 5E D - SWITCH'a'ON/OFF, DIM UP/DOWN a LV TYPICAL ROOM (WITHOUT DAYLIGHT ZONE) AND SWITCHED RECEPTACLES LIGHTING CONTROL DIAGRAM IIA.IIA..ATI'.' GENERAL NOTES PROVIDE UNSWITCHED (HOT) CONDUCTOR FOR ALL EGRESS AND EXIT SIGN LIGHT FIXTURES. Fv-sl 7 CAT. 5E RL1 CONSTRUCTION NOTES —T— 0-lov CAT. 5E RUE 120V ) UPI-0-10V CAT. 5E 120V > Fs-PL 7P- CAT. 5E JD - SWITCH 'a'ONlOFF, DIM UPIDOWN ALV TYPICAL ROOM (WITH EGRESS LIGHT) AND SWITCHED RECEPTACLES LIGHTING CONTROL DIAGRAM DIAGRAMMATIC 10 CONNECT NEW LIGHT FIXTURES TO EXISTING MAINTAINED CIRCUIT FROM DEMO PLAN. NEW LOCATION OF EXISTING SPEAKER FROM DEMO PLAN. EXTEND RACEWAY/CONDUCTORS TO ACCOMMODATE NEW LOCATION. 30 NEW LIGHT FIXTURE SWITCHES FOR NEW LIGHT FIXTURES, MAKE ALL CONNECTIONS COMPLETE FOR AN OPERATIONAL SYSTEM, NEW LOCATION OF EXISTING LIGHT FIXTURES FROM DEMO PLAN. CONNECT TO CONTROLS INDICATED ON DRAWINGS. PRIMARY DAYLIGHT ZONE OmSECONDARY DAYLIGHT ZONE RECEIVED CITY OF TUKWILA NOV 0 4 2019 N PERMIT CENTER (DofFLOOR PLAN - LEVEL 1 - LIGHTING 1_0 ARCHITECTURE INTERIORS PLANNINS VINLAD 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM >. 2, 0 U) 0 ("Vol uj 00 00 of 00 ry 0') 0 co) - o ui (D < z z cc 3, • 0 Z cD C.0 PROJECT# 2017036.20 BID SET ISSUE DATE SEPTEMBER 26,2019 REVISION SCHEDULE FLOOR PLAN - LEVEL 1- LIGHTING LitePro 2.029 Point -By -Point Results PROJECT: KCHA Building 600/219-027 GROUP: Office AREA: New Area GRID: New Grid PREPARED BY: BCE Engineers VALUES ARE FC, SCALE: 1 IN= 2.71717, HORZ GRID (U), HORZ CALC, Z= 0.0 ROOM REFLECTANCES: 80 / 50 / 20 Computed in accordance with IES recommendations Statistics GROUP MIN MAX AVE AVE/MIN MAX/M� (+) 1.18 7.75 4.07 3.46 6.59 Y-AXIS + + + + + + -- + + + + + + _ + + + + + +` + 28.84 .05 2.76 3.40 4.36 5.58 6.63 1.Ez30 6.10 4.85 3.72 2.87 2.44 2.33 2.53 3.08 4.00 5.21 6.41 0IE13 6.18 -- ---- 26.84 .42 3.14 3.77 4.66 5.73 6.60 6.76 6.07 4.87 3.77 2.98 2.54 2.42 2.61 3.13 4.00 5.17 6.26 6.64 6.14 - + + + + + + + + + + + + + + + + + + + + + + + + + 3.61 4.07 4.62 5.26 5.75 5.77 5.23 4.33 3.47 2.84 2.47 2.37 2.51 2.92 3.59 4.44 5.20 5.48 5.17 2.85 3.22 3.24 3.08 2.4 24.84 1871 I + + + + + + + + + + + + + + + + + + + + + + + + + -_ 62 4.33 4.52 4.64 4.76 4.82 4.66 4.24 3.63 3.05 2.59 2.33 2.24 2.33 2.60 3.03 3.54 3.98 4.13 3.90 - - 3.68 4.32 4.39 4.09 31 . 22.84 , .70 5.37 5.26 4.89 2.80 3.02 3.09 2.93 4.63 5.58 5.69 5.20 3.9 - - 20.84 -_ + + + + + + + + + + + + + -- 18.84 .81 6.53 6.13 5.30 2.31 2.41 2.42 2.33 5.30 6.45 5.94 4.4 + + + + ._ 4 16.84 .55 RLl EL 6.67 5.55 - - 2.06 2.10 2.09 2.01 5.18 6.32 6.62 5.78 4.3 I - 14.84 .19 6.94 6.44 5.37 2.01 2.04 2.01 1.93 _ __ __ ___ 4.58 _5.43 5.67 4.80 3.6 12.$4 .22 5.84 5.55 4.85 2.16 2.21 2.19 2.11 3.72 4.42 4.62 3.61 2.8 '- - 10.84 12 4.63 4.59 4.30 2.53 2.66 2.67 2.56 3.28 3.82 4.03 2.60 2.04 3.00 3.93 5.21 6.51 6.90 6.06 8.84 3.29 3.74 3.91 4.01 3.15 3.44 3.50 3.29 - 3.18 3.78 4.17 1.96 1.55 2.09 3.14 4.48 5.89 7.27 7.75 6.79 6.84 .66 3.17 3.55 4.00 4.56 5.06 5.19 4.85 4.1.7 3.44 2.87 2.53 2.42 2.52 2.85 3.35 4.02 4.56 4.68 4.30 - - - - 1.40 4.30 4.87 1.54 1.1 1.53 2.81 3.33 4.21 5.41 6.73 7 21 ___= 6.41 4.84 35 2.85 3.39 4.14 5.11 6.02 6.37 5.94 4.95 3.91 3.14 2.71 2.56 2.71 3.16 3.95 4.96 5.83 6.02 5.45 4.11 2.99 2.28 1.94 1.84 1.88 .-2.21 2.82 3.63 5.11 6.15 6.03 5.60 4.75 3.76 2.99 2.68 2.71 2.98 3.54 4.1 RLIE RL1E 6.50 6.03 4.70 - 3.46 2.63 2.18 1.98 2.04 2.38 3.06 4.10 5.62 + RL + + + + + +" 2.50 + + 2 18 2 63 3 22 4.12 34 6.52 7.02 6.52 5.33 4.11 3.25 2.75 2.59 2.75 3.27 4.20 5.42 6.70 , -6.98 6.46 5.29 4.05 3.15 2.64 ,. 2.62 2.88 2 84.83 + + + ? 02 A 0 fi J" 560 3 5h 1 _..._. 0.84 0.62 4.62 8.62 12.62 16.62 20.62 24.62 28.62 32.62 36.62 40.62 44.62 48.62 52.62 56.62 60.62 64.62 68.62 72.62 76.62 80.62 84.62 2.62 6.62 10.62 14.62 18.62 22.62 26.62 30.62 34.62 38.62 42.62 46.62 50.62 54.62 58.62 62.62 66.62 70.62 74.62 78.62 82.62 86.62 Msa�iF. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 14 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 4 2019 PERMIT CENTER 11/1/2019 Page 1 2 ENLARGED DEMO FLOOR PLAN - BREAK ROOM 1t4" =1'-0" 3 KEY NOTES - DEMOLITION # NOTE DESCRIPTION 01 EXISTING FEATURE WAIL (BASE, PAINTED MULTI -LAYER WALL PANELS; WALL SCONCE) TO REMAIN. PROTECT EXISTING FEATURE WALL FROM DAMAGE DURING CONSTRUCTION. 02 PROTECT IN PLACE EXISTING TUBE STEEL COLUMN; VIF COLUMN SIZE AND FURRING. REMOVE FINISHES TO BE REPLACED. 03 _ REMOVE WALL FINISHES TO EXPOSE FRAMING. 05 REMOVE FLOOR FINISH AND WALL BASE. CLEAN, REPAIR, AND PREP FLOOR TO ACCEPT INSTALLATION OF NEW FLOOR FINISH AND WALL BASE. O6 CLEAN, REPAIR, AND PREP WALLS AS NEEDED TO ACCEPT NEW PAINT. _ 07 DEMO ALL CASEWORK. REMOVE AND PROTECT ALL APPLIANCES; COORDINATE STORAGE AND REUSE WITH OWNER. 08 PROTECT IN PLACE EXISTING RANGE HOOD AND DUCT. 09 DEMO WALL. 10 DEMO WALL AS NEEDED TO ACCOMODATE NEW DOOR PER FLOOR PLAN. 11 DEMO DOOR, FRAME, AND HARDWARE. 12 DEMO PARTITION SYSTEM PANELS AND DOORS. 13 DEMO FEATURE WALL, WOOD BASE, AND WALL SCONCE. 14 PROTECT IN PLACE EXISTING DOOR AND SIDELIGHTS/TRANSOMS. 15 REMOVE FIRE EXTINGUISHER AND MOUNTING HARDWARE. PROTECT AND STORE FOR REUSE. 16 REMOVE VENDING MACHINES. PROTECT AND STORE FOR REUSE. 17 _ PROTECT IN PLACE EXISTING STORAGE CLOSET. 18 DEMO WALL AS NEEDED TO ACCOMODATE NEW ELECTRICAL PANEL 19 _ REMOVE EXISTING ROLLING FILE STORAGE SYSTEM & ALL ASSOCIATED BUILT-UP PLYWOOD FLOOR, RECESSED TRACKS, AND FLOOR TRANSITION TRIM. PREP EXISTING CONCRETE FLOOR SLAB FOR NEW FINISH. 20 _ REMOVE EXISTING FILM APPLIED ON INTERIOR GLASS PANE, IF THERE IS A GAP IN FILM WHERE DEMO WALL WAS LOCATED. CLEAN EXISTING GLASS FOR NEW FILM TO BE APPLIED. VERIFY SCOPE OF WORK. 21 SALVAGE EXISTING PORTABLE FIRE EXTINGUISHER FOR REUSE IN NEW CONSTRUCTION OR TURN OVER TO OWNER FOR FUTURE USE IF EXISTING FIRE EXTINGUISHER DOES NOT MEET SPECIFICATION. REFER TO KEYNOTE ON NEW FLOOR PLAN. 22 EXISTING FLOOR FINISH TO REMAIN IN THIS ROOM. 23 1 EXISTING WALL BASE TO REMAIN IN THIS ROOM. NOTES & LEGEND - DEMO PLAN RICp LLM 1. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. NOTIFY ARCHITECT OF ANY ANNOTATION TAG CONSTRUCTION ELEMENTS DISCREPANCY PRIOR TO BEGINNING WORK. ARCHITECTURE INTERIORS PLANNING VIZLAB 2. BUILDING WILL REMAIN OCCUPIED DURING CONSTRUCTION. CONTRACTOR TO REFERENCE ROOM NAME TYPICAL ROOM TAG EXISTING ELEMENT TO REMAIN 275 FIFTH STREET, SUITE 100 SPECIFICATIONS FOR PROTECTION OF PUBLIC SAFETY AND PROPERTY. 3. CONTRACTOR TO PRESERVE AND PROTECT EXISTING BUILDING SYSTEMS TO REMAIN. BREMERTON, WA 98337 ROOM NUMBER 4. CONTRACTOR TO COORDINATE REMOVAL AND STORAGE OF EXISTING FURNITURE, FIXTURES, r 360-377-8773 AND EQUIPMENT DURING CONSTRUCTION WITH OWNER. ° DEMOLISHED ELEMENT RFMARCH.COM 5. REFER TOMEP DRAWINGS FOR ADDITIONAL DEMOLITION WORK NOTE: tREOMOVE 1. EXPAND EXISTING THROUGH -FLOOR BLINDS AND HARDWARE. CABLING ACCESS FROM SERVER ROOM TO CT AND STORE FOR REUSE. ACCOMMODATE NEW VOLUME OF CABLES. 05 Os — 05 — os 05 05 0s 19 n 02 14 ►= 05 \. 06 22 23 05 Ot 13 09 09 OS 13 09 06 06 FEATURE WALL �- FEATURE ---------__=_==_===_--- ° F 11 U 12 12 03 11 i o / 11 It i 05 EXIST. 06 06 05.�i 05 n 05 ii 05 4 ELEV. — --- — I O6 — 06 — 0 06 —— O6 Jam. d n y �i 2D ii 20 it 20 II / 5 � EXIST. -- t - ELMACHINE A g C D F -------27 -. n rr== u 05— — OS — O6 06 +.., t.� 1. i uj .. .0 i r 0 n}k UJ • • I • •1 /: N.. • PROJECT # 2017036.20 PERMIT SET ISSUE DATE SEPTEMBER 12, 2019 1/8" =1'-0" m DEMO RELFECTED CEILING PLAN - LEVEL 1 1/8" =1'-01, NOTES & LEGEND - DEMO PLAN �„Q uaam KEY NOTES - DEMO RCP # NOTE DESCRIPTION cc77 1 REMOVE & RELOCATE EXISTING SPRINKLER HEAD. SEE NEW REFLECTED CEILING PLAN 1. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. NOTIFY ARCHITECT OF ANY ANNOTATION TAG CONSTRUCTION ELEMENTS ARCHITECTURE INTERIORS PLANNING VIZLAB FOR NEW LOCATION. - DISCREPANCY PRIOR TO BEGINNING WORK. 2. BUILDING WILL REMAIN OCCUPIED DURING CONSTRUCTION. CONTRACTOR TO REFERENCE ROOM NAME TYPICAL ROOM TAG EXISTING ELEMENT TO REMAIN 275 FIFTH STREET, SUITE 100 SPECIFICATIONS FOR PROTECTION OF PUBLIC SAFETY AND PROPERTY. BREMERTON, WA 98337 3. CONTRACTOR TO PRESERVE AND PROTECT EXISTING BUILDING SYSTEMS TO REMAIN. ROOM NUMBER 360-377-8773 4. CONTRACTOR TO COORDINATE REMOVAL AND STORAGE OF EXISTING FURNITURE, FIXTURES, AND EQUIPMENT DURING CONSTRUCTION WITH OWNER. DEMOLISHED ELEMENT RFMARCH.COM 5. REFER TO MEP DRAWINGS FOR ADDITIONAL DEMOLITION WORK. - NOTES. — 1. THIS DASH INDICATES THE APPROXIMATE 1. PROTECT IN PLACE EXISTING CEILING GRID. LOCATION OF EXISTING GYPSUM WALL & 2. EXISTING CEILING SPEAKERS TO BE ASSOCIATED FRAMING ABOVE FINISH CEILING. REPLACED AND RELOCATED. COORDINATE FIELD INVESTIGATE EXISTING CONDITION & EXACT LOCATIONS WITH OWNER. VERIFY POTENTIAL ADDITIONAL SCOPE OF WORK 3. REMOVE ALL CEILING TILES, LIGHT FIXTURES, ' AT ABOVE CEILING. REFER TO MEP SHEETS. ' GRILLES, AND DIFFUSERS. C-y=3i��I _ it C-- -D IX ---D C' --I C C---D E21 C==C� r- --I C 1 CC ::I C- -D C---� �----] C- --1 C--3 C---J C--] C_ _� -- r---] 1 -- C---� • --- nNGAREA■ F SCOPE ■ 1f =' =-r 10 111 C_J e m l_J _ GJ�I A' A r__� �■�� PI e C---7 "1-{---- s C D ��/ e II --- 1/ o -- C---D 11 C_—� IX ---1 ICI !i A II 0 s— I' U.^a —ii ii _ C- -- C- --� - ---�I"I 1 n u I� I i A i PROTECT IN PLACE EXISTING CEILING GRID FOR REUSE IN THESE ROOMS. REMOVE ALL CEILING TILES & LIGHT FIXTURES, GRILLES, DIFFUSERS, & ACTIVE INTERCOM SPEAKERS (IF APPLICABLE) IN THESE ROOMS. ■ Mmm I -. ■mpo l mraza 0 i LL1 u) r L1j .0 3�: 00 i ry Ile.• • w:.w�" • • t k` • • • v_m . - _ ._, ,� • k I m • PROJECT # 2017036.20 PERMIT SET ISSUE DATE SEPTEMBER 12, 2019 KEY NOTES - FLOOR PLAN # NOTE DESCRIPTION 01 EXISTING FEATURE WALL, WOOD BASE, AND WALL SCONCE. 02 FURRING OVER EXISTING COLUMN TO CAPTURE WORKSTATION ELECTRICAL WIRING. 03 NEW GWB AND WALL FINISHES OVER EXISTING FRAMING TO MATCH ADJACENT WALLS. 04 WORKSTATIONS, OF01. COORDINATE ELECTRICAL AND DATA CONNECTION LOCATION WITH OWNER. WORKSTATION SIZE, CONFIGURATION, POSITION SHOWN AS REFERENCE ONLY. VERIFY FINAL DESIGN WITH OWNER. 06 _ ADA-COMPLIANT REFRIGERATOR WITH ICE MAKER, OFCI. 07 PROVIDE STUB -OUT FOR EACH REFRIGERATOR WITH ICE MAKER. COORDINATE PIPING CONNECTION LOCATION WITH OWNER. 09 EXISTING RANGE HOOD AND DUCT. 10 ADA-COMPLIANT RANGE,OFCI. 11 ADA-COMPLIANT SINK AND FAUCET. PLUMBING SYSTEM TO BE DESIGN / BUILT BY CONTRACTOR. CONSULT OWNER FOR PREFERED SINK AND FAUCET. 12 ADA-COMPLIANT DISHWASHER, OFCL 13 COUNTERTOP WITH (3) WASTE CHUTES, EQUALLY SPACED. _ 14 REINSTALL EXISTING FIRE EXTINGUISHER. 15 WORK COUNTER. 16 ADJUSTABLE SHELVES AND SHELF BRACKETS. 17 ELECTRICAL PANEL 18 _ SEE ELECTRICAL FOR VERTICAL RACEWAY INFORMATION. 19 PLASTIC GROMMETS 20 FILL EXISTING STUD CAVITY WITH DENSPACK INSULATION. 21 NEW WINDOW FILM APPLIED TO ENTIRE AREA OF EXISTING GLASS INCLUDING AREA BEHIND THE END OF NEW WALL. MATCH EXISTING WINDOW FILM. SEE DEMOLITION DRAWING KEY NOTE & VERIFY SCOPE OF WORK. 22 NEW SEMI -RECESSED NON -RATED FIRE EXTINGUISHER CABINET. REUSE EXISTING FIRE EXTINGUISHER IF ITS TYPE IS 2-A:B:C. IF NOT PROVIDE NEW. 23 CONTRACTOR TO COORDICATE AND PROVIDE NEW WATER SUPPLY LINE FOR FILTERED WATER DISPENSER BY THE OWNER. NOTES & LEGEND - FLOOR PLAN 1. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. NOTIFY ARCHITECT OF ANY DISCREPANCY ANNOTATION TAG CONSTRUCTION ELEMENTS PRIOR TO BEGINNING WORK. 2. BUILDING WILL REMAIN OCCUPIED DURING CONSTRUCTION. CONTRACTOR TO REFERENCE ROOM NAME TYPICAL ROOM TAG EXISTING ELEMENT TO REMAIN SPECIFICATIONS FOR PROTECTION OF PUBLIC SAFETY AND PROPERTY. 3. CONTRACTOR TO PRESERVE AND PROTECT EXISTING BUILDING SYSTEMS TO REMAIN. ��_ 4. DIMENSIONS ARE TO ROUGH FRAMING OR TO FACE OF EXISTING FINISHES, TYP UNO. 5. DIMENSIONS INDICATED AS "MIN" OR "CLR" ARE FROM NEAREST FINISH SURFACE, INCLUDING ROOM NUMBER NEW CONSTRUCTION ELEMENT TRIM. FIN•1 FIN-2 FLOOR FINISH TRANSITION 6. ROUGH DOOR OPENINGS ARE LOCATED 4" FROM NEAREST INTERSECTING WALL FRAMING, TYP UNO. TRANSITION LINE 7. WALL FINISHES SHALL TRANSITION AT INSIDE CORNERS, TYP UNO. CLEARANCES B. FLOORING TRANSITIONS SHALL FALL UNDER DOOR LEAF, TYP UNO. SEE DETAILS ON SHEET D 10'-6118" / 1'-7 7l8" FILE STORAGE 101 8 A70.01 7 15 WORKROOM 100 CG-2 C( PT•1) 1 o� Z a NON -TYPICAL WALL i 5'-0" CIRCULAR FINISH EXTENT TURNING AREA I 30" X 48" CLEAR FLOOR SPACE DOOR CLEARANCE AT V-6"CLEAR;" PULL APPROACH DOOR CLEARANCE AT 1'-0" CLEAR PULLAPPROACH STORAGE A70.01 5' 116 15 16 6 6'-5" 2 ENLARGED FLOOR PLAN - BREAK ROOM 3 ENLARGED FLOOR PLAN - COPY / WORK ROOM 4 ENLARGED FLOOR PLAN - STORAGE =1'-0" 1/4" =1'-0" 1/4" A B C D E F G H NOTE: 1. REINSTALL SALVAGED BLINDS 37-4" CLEAR IN EXISTING LOCATIONS. (( FOF TO FOF 1 21 I REF REF M01C OFFICE _ _ �CE - - - - - - 2 OFFICE r - r. 104 121 I 3 OFFICE I BREAK ROOM 0 1 1.01 -.. _ -:: --- 105 OFFICE---I2 102 120 1.01 w - o 102 LL � 20 i o FILE STORAGE I I 0 t8 �� OFFICE I 23 ! 101 WORKROOM ¢ 106 OFFICE 2p EXISTINGAREA' 101 000 ALIGN FOF OPEfl 003 FICE 119 (OUT OF SCOPE i 3 5,-6 r - ®- - - -.... - - 20 3 107 22 FL - CPT•1 18---•--- CG-2 f Ot HALL I /4 t C� u 117 01 ALIGN FOF EO � EO � �Q Ot A21.01 � � i T-0° MO1C 03 O O - STORAGE OFFIGE M01C Igo MO1C M02A ( 116 i OFFICE 709 OFFICE OfFI E OFFICE — { OPEN IOFFICE 78 :EXIST. 108 OFFICE OFFICE 112 113 114 y/ / ELEV. Exlsr� - - ,ELEV. MACHINE 18 A B C E F G H ITT ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM k v._ o M11 -rl w,. i . .- . - r` .- M: t - 1 _ 0 07 ,. 0 °t ... PROJECT# 2017036.20 PERMIT SET N D 1FLOOR PLAN - LEVEL 1 vs^ = r-o^ v NOTES & LEGEND - REFLECTED CEILING PLAN 1. ARCHITECTURAL RCP PROVIDED FOR COORDINATION PURPOSES ONLY. ANNOTATION TAG CONSTRUCTION ELEMENTS 2. WHERE NEW WALLS NECESSITATE THE NEED TO MOVE, ADJUST, OR RELOCATE EXISTING LIGHT TYPICAL ROOM TAG FIXTURES, MECHANICAL GRILLES AND DIFFUSERS, OR OTHER MECHANICAL ANDIOR ELECTRICAL ROOM NAME EXISTING ELEMENT TO REMAIN RELATED SYSTEMS, CONTRACTOR TO COORDINATE WITH ARCHITECT. 1Hi# 3. CEILING FIXTURES ARE CENTERED IN CEILING TILE OR CENTERED IN ROOM, TYP UNO. 4. DIMENSIONS IN CEILING PLANS ARE TO FACE OF FINISH, UNG. ROOM NUMBER 5. GRAPHIC REPRESENTATION OF LIGHTING TYPES MAY NOT BE TO SCALE. CEILING TYPE CEILING TAG NEW CONSTRUCTION ELEMENT HEIGHT I ACT 2X4 SECOND LOOK FIRE PROTECTION ® EXISTING SPRINKLER HEAD (FIELD VERIFY LOCATION) e NEW SPRINKLER HEAD LIGHTING o EXISTING RECESSED DOWNLIGHT 0 NEW RECESSED DOWNLIGHT ® RECESSED TROFFER, 2X2 —a WALL SCONCE MECHANICAL ElEXHAUST VJ RETURN GRILL Im SUPPLY DIFFUSER • ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM :,. `L....µj,. • . •0 •0 zr aofr...�.., ry . Cer` i...f3^...= < tiA_.w .._....fin' .s.., _. � ww lano r� • PROJECT # 2017036.20 PER SET PLAN - LEVEL 1 RECEIVED -CITY or- TLIKWILA _ S€P2 5 2At9 PER Mv-10ENTElk- REFLECTED CEILING PLAN - LE 1/8" = V-0" i 2"-,SEESCHEOULE,2' 36' 2' T-SEE SCHEDULE-2, 5L 12 u� u>j GL-1 GLA GLA FILM -1 GL-2 FILM-1 FIN FLOOR 01 02 03 FRAME TYPES SEE SCHEDULE SEE SCHEDULE SEE SCHEDULE DOOR TYPES Dl D2 D3 SINGLE NARROW SINGLE FLUSH SINGLE HALF DOOR & FRAME TYPES WALL DIMENSION HEADER; STRUCTURAL DESIGN AND DETAILING BY THE CONTRACTOR. HOLLOW METAL FRAME RPM. SIMILAR JAMB CONDITION GLAZING WALL DIMENSION PERASSEMBLY DOOR HEADER; STRUCTURAL DESIGN AND DETAILING BY THE CONTRACTOR z 0 HOLLOW METAL FRAME z w DOOR AS SCHEDULED 9 11 TYP HM TRANSOM/SIDELIGHT HEAD TYP HM DOOR HEAD TYP HM DOOR JAMB 3'=11-0. 3' = 11.0.a 3"=V-0" INTERIOR FINISH LEGEND MATERIAL ITE; ANGLED TEGULAR ACOUSTICAL CEILING TILE 116' EDGE; PATTERN It IFIELD IES CARPET F [GGL_ IE SPECIFICATION 111101101 GLA CPT-1 096813 MODULAR CARPET TILE INTERFACE TAR IOUs SEE - DESIGN TO MATCH EXISTING AT KCHA 700 IVARIOUS INSTALLATION: BRICK ASHLAR LINOLEUM —liB'UILDING; JLINO-2 LINOLEUM FORBID MARMOLEUM 3146 SERENE GREY 4"SELF-COVED BASE PAINT �099 INTERIOR PAINT jSHERW!N WILLIAMS I SW7009 - PEARLY WHITE EGGSHELL WALL PAINT COLOR .LA�BT P-6 123 1 INTERIOR PAINT ISHERWIN WILLIAMS I MATCH EXISTING, [EGGSHELL I DOOR FRAME PAINT GENERAL DOOR SCHEDULE NOTE 1. EX STING TOREMAIN DOOR FRAMES WITH BARROW LITE FRAMES AT OFFICES 104,105,106, & 107 TO RECEIVE FRESH COAT,OF NEW PAINT. PAINT COLOR: P-6. 2. EXISTING TO REMAIN DOOR FRAMES AT EXISTING REST ROOM (SOUTH OF BREAK ROOM) TO RECEIVE FRESH COAT OF NEW PAINT. PAINT COLOR: P-6. 31-0. SW 314'SCRIBE 2 71.0 CASEWORK SCRIBE, TYP 54 J L `__ CABLE TRAY 71.0 6'-G" I PLAM-5 � 0540 23 � HIGH PRESSURE LAMINATE I FORMICA CHESTNUT WOODLINE MATTE I TYPICAL FINISH FOR ALL CABINETS PLAM-6 064023 HIGH PRESSURE LAMINATE WILSONART SHEER MESH !FINE VELVET TEXTURE I FINISH FOR WORKROOM COUNTERTOPS RESILIENT I RES-1 109 1140 FAWN FILM-1 6123 TRANSLUCENT FILM 3M BASIS OF DESIGN: FASARA GLASS FINISH MATTE CRYSTAL DESIGN TO MATCH EXISTING OFFICES! S SIDELIGHTS 109 OVERLAY OVERLAY J7 FILM soms WALL PROTECTION I CG-I 1092900 1 CORNER GUARD INPRO 4/2WING@48'HIGH N 'S$TEEL�ED FLOOR JCG-2 �S_TAI STAINLESS STEEL FINISHED FLOOR V-0 314" 31-0" T-0" CASEWORK SCRIBE, TYP 0 OPEN 'J tel L-' - BEYOND ADJUSTABLE SHELVES & SHELF BRACKETS, OFCI 4" BACKSPLASH & CABLE TRAY SIDESPLASH CONCEAL MOUNTED KNEE -OPEN 713 BRACE AT NEW WALL BELOW- .0 5,-G. 6.01 ; INTERIOR ELEVATION - WORK ROOM VIEW 2 r,--\ INTERIOR ELEVATION - WORK ROOM VIEW 1 INTERIOR ELEVATION - STORAGE VIEW 3 '-�_LN � - _ = �To- 114 1 0�0 R _�/4"= �VO" EXISTING RANGE HOOD AND DUCT REFRIGERATORS WITH ICE MAKER, OFCI STUB -OUTS FOR REFRIGERATORS WITH ICE MAKER RES-1 2'BACKSPLASH & SIDESPLASH 2'-10"TO TOP OF SURFACE -MOUNTED SINK RIM RANGE, OFCI S-31 2'-6" 6-0" EQqEQ] FINISHED CASEWORK PANEL TO MATCH CAI 0 MICROWAVES, OFOI J2"El C&SPLASH & Efil FLASH TO TOP OF SURFACE -MO SINK RIM 2'-6" T-V I- SCRIBE 3/4' SCRIBE ---------- [NETS TYP. 1 9 10 6 1.0 E7v 'o" z 4" 2-0 3w] RES-1 EQ. WASTE & RECYCLING RECEPTACLES,OFOI DISHWASHER, OFCI FQ! HOLLOW METAL FRAME DOOR AS SCHEDULED INTERIOR FINISH SCHEDULE BY ROOM ROOM INFORMATION FINISH INFORMATION, TYP UNO NUMBER NAME WALL BASE FLOOR CEILING 100 WORKROOM RES-1 CPT-1 ACT-1- 11-01-- FILE STORAGE P-5 LINO-1 LINO-1 ACT-1 102 OFFICE P-5 RES-1 CPT-1 ACT-1 OPEN OFFICE P•5 RES-1 CPT_l ACT-1 104 OFFICE P-5 RES-1 CPT-1 — ACT-1 105 OFFICE P-5 RES-1 CPf_l_.ACT­1 106 OFFICE P-5 RES-1 CPT-1 ACT-1 107 OFFICE 0F_ P-5 - RES-1 c_PT-1 ACT-1 108 OFFICE P-5 RES-1 CPT_I ACT-1 109 OFFICE P-5 RES-1 CPT-1 ACT-1 110 OFFICE P-5 R �S-ICPT.l Ill OFFICE P-5 RES-1 CPT-1 ACT-1 112 OFFICE P-5 RES-1 CPT-1 ACT-1 1113 OFFICE P-5 RES-1 CPT_I ACT-1 114 OFFICE P-5 RES-1 CPT-1 ACT -It 115 'OPEN —OFFICE P-5 RES-1 CPT-1 ACT-1 116 STORAGE P-5 LINO-1 LINO-1 ACT-1 117 HALL P-5 RES-1 CPT-1 ACT-1 lill BREAK ROOM _ m LINO-1 LING-1 ACT-1 fl 6 _12-0 OFFICE EXIST RES-1 CPT-1 ACT-1 I UT —ICE EXIST RES 1 CPT-1 ACT-1 i 121 OFFICE 1EXIST I RES-1 -fc—pT-1 ACT-1 = MINIMUM CLEAR WORK SURFACE PER ANSI 117.1 ADJUSTABLE SHELVES & SHELF BRACKETS, OFCI 4" BACKSPLASH & SIDESPLASH CONCEAL MOUNTED KNEE BRACE AT NEW WALL INTERIOR ELEVATION - STORAGE VIEW 2 RECEIVED CITY OF TUKWILA SEP 2 5 2019 PERMIT CENTER KSPLASH SPLASH ; CONNECTION — TUB -OUTS FOR REFRIGERATORS WITH ICE MAKER ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM W F- 0 < > 0 < uj Lu 00 3:00 —0 z'o'c 0 =5 ry < < • o LU w< > I o- 0 z <c:> • 1 z C:) a) co PROJECT # - - 2017036.20 PERMIT SET 601.1tUAlt bttItMbtKl;e,ZUlU REVISION SCHEDULE INTERIOR ELEVATIONS, FINISH SCHEDULE. & DOOR SCHEDULE SHEET# A70mOl (DLNINTERIOR TERIOR ELEVATION - BREAK ROOM VIEW 4 INTERIOR ELEVATION - BREAK ROOM VIEW 3 INTERIOR ELEVATION - BREAK ROOM VIEW 2 INTERIOR ELEVATION - BREAK ROOM VIEW I I J� 4 O�QR �A"= �VO" VARIES. SEE PLAN SEE INTE REMOVE EXISTING WINDOW BLINDS. STORE & PROTECT FROM DAMAGE DURING CONSTRUCITON. REINSTALL EXISTING WINDOW BLINDS AT THE SAME LOCATION-TYP. FOR - ENTIRE PROJECT AREA. - --- —� ----------- -u� L-- -- --J STUD FRAMING FULL HEIGHT OF THE WALL STUD FRAMING ABOVE WINDOW SILL. 3/8" THICK CONTINUOUS NEOPRENE STRIP NEW ALUM BRAKE METAL L CLOSURE TRIM FASTEN TO NEW WALL. MATCH EXISTING WINDOW FINISH. EDGE OF EXISTING WINDOW STOOL NEW CONTINUOUS WINDOW FILM, MATCH EXISTING EXISTING INSULATED GLASS UNIT —NEW ALUM BRAKE METAL FRAME FASTEN TO EXISTING HEAD & SILL FRAME 2" MATCH EXIST. WINDOW FRAME WIDTH 19 TYP. PLAN DTL SECTION - WALL TO EXIST EXT GLAZING 3" =1'-0° T I EXISTING STOREFRONT GLAZING NEW BRAKE METALALUM FRAME GWB CONTINUOUS NEOPRENE BETWEEN METAL STUD AND NEW BRAKE METAL ALUM FRAME - METAL STUD FRAMING, TYP NOTES: 1. TYPICAL WHERE NEW FRAMED WALL INTERSECTS EXISTING EXTERIOR WALL. 2. WALL ASSEMBLY PER FLOOR PLAN —LEVEL_ _ 0" �$ DETAIL SECTION -WALL TO EXIST EXT WALL 1/2" =1'-0" NEW CEILING TIL AND LIGHT FIXTL WITHIN EXISTING CEILING GRID PROVIDE BLOW INSULATION WIT EXISTING DEMIS WALL SECTION - DEMISING WALL @ BREAK/TOILET ROOM 1 v 3t8" =1'-0" CARPET PER INTERIOR FINISH SCHEDULE TRANSITION STRIP TILE EXISTING SUBFLOOR NOTE: ENSURE THAT CHANGES IN LEVEL OF FLOOR \_ SURFACES NOT TO EXCEED 1/4" PER 2009 ICC A117.1 _ LEVEL 2 14'-0" BO CEILING y,-1" WALL PER FLOOR PLAN J-MOLD TRIM AT TOP OF BASE SELF COVE BASE FLOORING PER INTERIOR FINISH ROOM SCHEDULE EXISTING SUBFLOOR COVE STICK THE PERIMETER SUPPORT ANGLE SHALL SUPPLY A SUPPORT LEDGE OF NOT LESS THAN 2" OR MANUFACTURER ASSEMBLY APPROVED FOR USE IN SEISMIC ZONES D, E OR F • MAIN RUNNER OR CROSS RUNNER ENDS, OR BOTH, SHALL BE ATTACHED TO THE PERIMETER ON TWO ADJACENT WALLS. A CLEARANCE OF 314" SHALL BE MAINTAINED BETWEEN THE MAIN RUNNER AND CROSS RUNNER ENDS AND THE PERIMETER MEMBERS ON THE TWO OPPOSITE WALLS. ON THE WALLS WHERE THE TERMINAL END RUNNERS ARE NOT FIXED TO THE PERIMETER SUPPORTING CLOSURE, ALLOW FOR 3/4" AXIAL MOVEMENT SUSPENSION WIRE: MIN 12 GA STEEL WIRE 8" MAX FROM WALL ON ALL TERMINAL ENDS OF RUNNERS • 4'-O" OC ALONG EACH MAIN RUNNER MAIN RUNNER, --- ' PLAN DIAGRAM SPACING VARIES, TYP CROSS RUNNER --- SPACING VARIES, TYP ALL CEILING PENETRATIONS (COLUMNS ETC.) AND - INDEPENDENTLY SUPPORTED FIXTURES OR SERVICES SHALL BE CONSIDERED AS PERIMETER CLOSURES THAT ALSO MUST ALLOW THE REQUIRED CLEARANCES BY USING SUITABLE CLOSURE DETAIL SPRINKLER HEADS AND OTHER PENETRATIONS SHALL HAVE A 2" OVERSIZE RING, SLEEVE OR ADAPTER THROUGH THE CEILING TILE TO ALLOW FOR FREE MOVEMENT OF AT LEAST 1" IN ALL HORIZONTAL DIRECTIONS. COMPRESSION POST AND BRACING WIRES IZ-0" OC IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN V-0" FROM EACH WALL BRACING WIRES: • (4)12 GA WIRES ATTACHED TO THE MAIN BEAM. WIRES ARE ARRAYED 90' FROM EA OTHER & AT AN ANGLE NOT EXCEEDING 45° FROM THE PLANE OF CEILING. • WIRES ARE TO BE WITHIN 2" OF THE CONNECTION OF THE VERTICAL STRUT TO SUSPENDED CEILING. COMPRESSION POST PER CEILING SYSTEM MANUFACTURER CROSS RUNNER HEAVY DUTY MAIN RUNNER CEILING TILE LATERAL FORCE BRACING DIAGRAM NOTES: 1. SUSPENDED CEILING SYSTEM INSTALLATION SHALL BE INSTALLED PER IBC 2016 (IBC 808 AND IBC 1604.10), ASCE 7-10, AND ASTM E580. 2. THIS DETAIL APPLIES TO SEISMIC DESIGN CATEGORIES D, E, AND F. 3. SPREADER (SPACER) BARS OR OTHER MEANS APPROVED BY THE LOCAL BUILDING DEPT. SHALL BE USED TO PREVENT ENDS OF MAIN BEAMS AT PERIMETER WALLS FROM SPREADING OPEN DURING A SEISMIC EVENT. PERIMETER WIRES SHALL NOT BE USED IN LIEU OF SPREADER BARS. 4. FOR CEILING AREAS EXCEEDING 2,500 SF, A SEISMIC SEPARATION JOINT OR FULL HEIGHT PARTITION THAT BREAKS THE CEILING UP INTO AREAS NOT EXCEEDING 2,500 SF, EACH WITH A RATIO OF THE LONG TO SHORT DIMENSION LESS THAN OR EQUAL TO 4, SHALL BE PROVIDED UNLESS STRUCTURAL ANALYSES ARE PERFORMED OF THE CEILING BRACING SYSTEM FOR THE PRESCRIBED SEISMIC FORCES THAT DEMONSTRATE CEILING PENETRATIONS AND CLOSURE ANGLES OR CHANNELS PROVIDE SUFFICIENT CLEARANCE TO ACCOMMODATE THE ANTICIPATED LATERAL DISPLACEMENT, EACH AREA SHALL BE PROVIDED WITH CLOSURE ANGLES OR CHANNELS IN ACCORDANCE WITH THE PERIMETER SUPPORT ANGLE DESCRIBED ABOVE AND HORIZONTAL RESTRAINTS OR BRACING. 5. CHANGES IN CEILING PLANE ELEVATION SHALL HAVE INDEPENDENT POSITIVE BRACING. 6. PARTITIONS THAT ARE TIED TO THE CEILING AND ALL PARTITIONS GREATER THAN 6 FEET IN HEIGHT SHALL BE LATERALLY BRACED TO THE STRUCTURE. SUCH BRACING SHALL BE INDEPENDENT OF ANY CEILING LATERAL FORCE BRACING. 7. POWER ACTUATED FASTENERS IN CONCRETE OR STEEL SHALL NOT BE USED FOR SUSTAINED TENSION LOADS OR FOR BRACE APPLICATIONS IN SEISMIC DESIGN CATEGORIES D, E, OR F UNLESS APPROVED FOR SEISMIC LOADING. POWER ACTUATED FASTENERS IN MASONRY ARE NOT PERMITTED UNLESS APPROVED FOR SEISMIC LOADING. A. EXCEPTIONS: a. POWER ACTUATED FASTENERS IN CONCRETE USED FOR SUPPORT OF ACOUSTICAL TILE OR LAY -IN PANEL SUSPENDED CEILING APPLICATIONS AND DISTRIBUTED SYSTEMS WHERE THE SERVICE LOAD ON ANY INDIVIDUAL FASTENER DOES NOT EXCEED 90 LB (400N). b. POWER ACTUATED FASTENERS IN STEEL WHERE THE SERVICE LOAD ON ANY INDIVIDUAL FASTENER DOES NOT EXCEED 250 LB (_,112N). jip , fffl*=#� ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM 3 1,.. w ui • • ( •• _ r' .• . i ._.,1...�,.., Cr %.. D . INTERIOR DETAILS REGEIVED- CITY OF TUKWII-A 5€P 2 5 2019 7 TYP FLOORING TRANSITION @ CPT / CPT 3 TYP FLOORING TRANSITION CPT / LINO /"�`� TYP FLOORING TRANSITION @ CPT 1 RES TYP SELF COVE BASE � DETAIL - ACT SEISMIC BRACING 3" =1'-0" 3" =1'-0" 3" =1'-0" `' 3" =1'-0" I NOT TO SCALE TYPICAL CASEWORK NOTES 0 PLAM FINISH AT TOP & TUBE STEEL BRACE, EXPOSED EDGES PAINT TO MATCH 3/4" PARTICLEBOARD TOP ADJACENT WALL PLYWOOD DOUBLER ALL If ANGLE FRONT EDGE HOLES FOR FASTENERS AROUND, EXTEND BACK TO @ CONCEALED CONDITIONS, TYP WALL. LAMINATE TO PARTICLEI BOARD. HOLES FOR FASTENERS @ SURFACE MOUNT 0 !N 7 CONDITIONS, TYP BEVEL BOTTOM EDGE NOTE: NOTE: TREAT ALL (4) EDGES - FULLY WELD BRACE ASSEMBLY; GRIND WELDS SMOOTH OF"SLABS'AS EXPOSED PROVIDE BRACE SO NO COUNTER (1-1/7 PLAM EDGE) SPAN IS GREATER THAN T-6" 1. FIELD -VERIFY DIMENSIONS OF EXISTING CONDITIONS WHERE CASEWORK WILL BE INSTALLED PRIOR TO FABRICATION. NOTIFY ARCHITECT OF ANY DISCREPANCY PRIOR TO BEGINNING WORK. 2. REFER TO INTERIOR FINISH LEGEND FOR FINISHES WHERE NOTED IN ELEVATIONS. 3. REFER TO ELECTRICAL AND MECHANICAL DRAWINGS FOR SYSTEMS NOT SHOWN. 4. WHERE A T-10"SINK COUNTER HEIGHT IS SPECIFIED, THE Z-10' DIMENSION IS TO THE TOP OF THE COUNTER OR THE TOP OF THE SINK RIM, WHICHEVER IS HIGHEP, 5. PROVIDE FINISHED ENDS AT ALL EXPOSED CASEWORK SURFACES, TYP UNO. 6, ALL BASE CABINETS = 24" DEPTH TO FACE OF BOX, TYP UNO. 7. ALL UPPER CABINETS = 1,V DEPTH TO FACE OF BOX, TYP UNO. 8. ALL FULL -HEIGHT CABINETS= PER DETAIL -I- 9. ALL COUNTERTOPS = 25 1/4" DEPTH FROM FINISH FACE OF WALL, TYP UNO. 10. ALL BACKSPLASHES TO BE FINISHED SAME AS COUNTERTOP, TYP UNO. 11. ALL CONDITIONS ILLUSTRATED BELOW ARE TYPICAL UNO. 11 ALL SHELVES AND DIVIDERS ARE ADJUSTABLE, TYP UNO. 13. ALL EXPOSED PLUMBING TO BE INSULATED. PER TYP CASEWORK NOTES, UNO 3' 7DIAMETER PLASTIC GROMMET WHERE OCCURS; COORDITE LOCATION WITH COUNTERTOP KNE - BRACE MATERIAL PER INTERIOR FINISH LEGEND CABLE TRAY (BASIS OF DESIGN: MOCKETT, WM4G- SHAPED WIRE MANAGER", COLOR: TBD.) -unCOUNTERTOP 9 —11/2" X 118"SQ TUBE STEEL BRACE; INSTALL BRACEWHERE INDICATED AND @ 42- MAX SPACING AT ALL OPEN COUNTERTOPS. z PAINT TO MATCH ADJACENT WALL AT SURFACE MOUNT CONDITIONS. SEE KNEE BRACE DETAIL 7 / A71.02 3/8' DIA FASTENERS, TYP FINISHED FLOOR TYP BUILT-IN COUNTERTOP TYP KNEE BRACE DETAIL TYP COPY / WORK ROOM COUNTERTOP 3" = I '-O" PER TYP CASEWORK NOTES, UNO SCRIBE TO WALL SURFACE PER TYP CASEWORK NOTES, UNO SCRIBE TO WALL SURFACE PER TYP CASEWORK NOTES, UNO SCRIBE TO WALL SURFACE EQ EQ BACKSPLASH;MATCH BACKSPLASH; MATCH BACKSPLASH; MATCH COUNTERTOP MATERIAL, TYP COUNTERTOP MATERIAL, TYP COUNTERTOP MATERIAL, TYP COUNTERTOP MATERIAL PER —_COUNTERTOP MATERIAL PER COUNTERTOP MATERIAL PER PER TYP CASEWORK NOTES, UNO INTERIOR FINISH LEGEND 9 INTERIOR FINISH LEGEND INTERIOR FINISH LEGEND EQ--q 9"DtAMETERCOUNTERTOP 7t02 --- ----- -- ILI, FINISHED CEILING PER RCP T-T WASTE CHUTE WHERE OCCURS SINK PER SPEC NON -OPERATIONAL NON -OPERATIONAL I I r . . . . . . . FIXED PANEL FIXED PANEL LJ r - — — — — — WIRE PULL, TYP UNO CONCEALED HINGES, TYP —WIRE PULL, TYP UNO — WIRE PULL, TYP UNO : ; I " J RECEPTACLE,OFOI PLAM FINISH ON ALL w ------- —CONCEALED HINGES, TYP M' — CONCEALED HINGES, TYP I I WHITE MELAMINE ---------- 9 - j ADJ SHELF EXPOSED SIDES OF DOOR Z p INTERIOR, TYP WHITE MELAMINE INTERIOR, TYP 0 314" WHITE MELAMINE - — ----- — PLAM FINISH ON ALL KNEE CLEARANCE PER KNEE CLEARANCE PER w ADJ SHELF F ADJUSTABLE SHELF, TYP EXPOSED SIDES OF DOOR PER ANSI 117.1 SECTION 306.3 PER ANSI 117.1 SECTION 305.3 BASE PER FINISH SCHEDULE FALSE TOEKICK ATTACHED TO FALSE TOMCK ATTACHED TO CONCEALED HINGES, TYP DOOR; HOLD 1/4"AFF FOR PROPER ✓ Z DOOR; HOLD 1/4'AFF FOR PROPER WIRE PULL, TYP UNO DOOR FUNCTION. PROVIDE BASE DOOR FUNCTION. PROVIDE BASE 501 PER FINISH SCHEDULE !6 PER FINISH SCHEDULE W7f �13 3" 3/4" VALANCE, MATCH PLAM FINISH TIED FLOOR TO WALL; EXTEND FINISHED --�\LMMIN] 11"MIN INSTALL BEFORE CASEWORK, TYP 71.01 EXTEND FINISHED FLOOR TO WALL; -EXTEND NO FINISHED FLOOR TO WALL; PLYWOOD TOE BOX, TYP INSTALL BEFORE CASEWORK, TYP INSTALL BEFORE CASEWORK, TYP WASTE CHUTE COUNTERTOP WIBAIE CABINET &'� ACCESSIBLE SINK BASE CABINET ACCESSIBLE WORK SURFACE BASE CABINET TYP UPPER CABINET 14 1"= V-0" 0 1- 1%0" PER TYP CASEWORK NOTES, UNO H GROMMET PER FLOOR PLAN F� I+` SEALANT H SCRIBE TO WALL SURFACEI I LJ EXISTING WINDOW SYSTEM MAX EXISTING EXTERIOR WALL----,,,, z 0 POWER OUTLET ACCESS ADJUSTABLE SHELF NOTE: USE MARINE GRADE PLYWOOD I PARTICLE BOARD __OEM 0 AT ALL BREAK ROOM CABINETS AND COUNTERTOPS L -IT ............. SCRIBE TO WALL SURFACE BACKSPLASH WHERE OCCURS, MATCH COUNTERTOP MATERIAL, TYP COUNTERTOP MATERIAL PER INTERIOR FINISH LEGEND WIRE PULL, TYP UNO 3/4"WHITE MELAMINE ADJUSTABLE SHELF, TYP WHITE MELAMINE INTERIOR, TYP PLAM FINISH ON ALL EXPOSED SIDES OF DOOR CONCEALED HINGES, TYP BASE PER FINISH SCHEDULE id w 0 PER TYP CASEWORK NOTES, UNO ADJUSTABLE SHELF SCRIBE TO WALL SURFACE BACKSPLASH WHERE OCCURS, MATCH COUNTERTOP MATERIAL, TYP COUNTERTOP MATERIAL PER INTERIOR FINISH LEGEND WIRE PULL, TYP UNO CONCEALED HINGES, TYP 39"WHITE MELAMINE ADJUSTABLE SHELF, TYP WHITE MELAMINE INTERIOR, TYP PLAM FINISH ON ALL EXPOSED SIDES OF DOOR BASE PER FINISH SCHEDULE v vi ri f+q cr I —EXTEND FINISHEd FLOOR TO WALL; 5 EXTEND FINISHED FLOOR TO WALL; 71.01 INSTALL BEFORE CASEWORK, TYP 71.01 INSTALL BEFORE CASEWORK, TYP TYP COUNTERTOP BACKSPLASH @ SILL PLYWOOD TOE BOY, TYP PLYWOOD TOE BOX, TYP C TYP BASE CABINET W/ 1-DRAWER TYP BASE CABINET W/ DOOR T (Dil Y-11P 1 N U \,-� v=To" ARCHITECTURE INTERIORS PLANNING VIZLAB 275 FIFTH STREET, SUITE 100 BREMERTON, WA 98337 360-377-8773 RFMARCH.COM oa > 0 Ile Uj Cr) uj 00 3: 00 mommil 0 "I- 00 U) =) - Of rL " o LLJ uj < > 0 C) Ile >= z < 0 z z C) C) C-0 0 m z (=) c) C-0 PROJECT # 2017036.20 LPERMIT SET SHEET# 7 1 m 0 2