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Permit D19-0139 - SUMMIT VIEW LOT #9 - NEW SINGLE FAMILY RESIDENCE
SUMMIT VIEW LOT #9 5530 S 149TH ST D19-0139 Parcel No: Address: ��^�xx m�� Tukwila w~U~� v�n o ��nx�m�xa Department ofCommunity Development 63OOSouthcenterBoulevard, Suite #1OO Tukwila, Washington 9O188 Phpnm206'431.367O Inspection Request Line: 206438'935O Web site; http://www.TukwilaWA,gov 8088600045 5530SI49TH5T Project Name: SUMMIT VIEW LOT #9 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: Dl9-01]9 7/Z2/2Ul9 1/18/2020 Contact Person: Name: Address: Contractor: Name: License No: Lender: Name/ NATIONWIDE LEASING LLC Z2LANCA5TEOLN'PALM COAST, WA, 321]7 Phone: (206)423-5055 298I524AVE SW, FEDERAL WAY, WA, 98023 CARYL&NGCONSTRUCTION INC Phone: (206)423'5055 29815 24TMAVE SW, FEDERAL WAY, VVA'98O23-230U [ARYLOIVIOF Expiration Date: 9/26/2020 CARYLANG Address: 29815Z4AVE SW, FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION, WATER METER VV/5ERV|[ELINE, SANITARY SEWER INCLUDING JOINT SEWER USE, DRIVEWAY ACCESS, RETAINING WALL DRAINAGE, PAVEMENT CUT AND REPLACEMENT, TRAFFIC CONTROL, STREET USE, AND UNDERGR0UND|NGOFPOWER. Project Valuation: $381,020i65 Type ofFire Protection: Sprinklers: Fire Alarm: Type nfConstruction: Electrical Service Provided by: TUKVV|Lx Fees Collected: $21,428.24 Occupancy per IBC: Water District: TUoVV|LA Sewer District: TUKWILA Current Codes adopted bythe City mfTukwila: 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: VVACities Electrical Code: VVA[Z96468: Code: 07 21 05 ublic Works Activities: [hanne|izadun/3tripinX: [urb[ut/Acceo/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OvenizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Volumes: Cut: 110 Fill: llO Number l I 1 Yes Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct, All provisions oflaw and ordinances governing this work will becomplied with, whether specified herein nrnot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance o/work, |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit, k Signature: -. —^V'- ,-,~-- 6�~/� /J /�° This permit shall become null and void ifthe work isnot commenced within l0Odays for the date cfissuance, orif the work is suspended orabandoned for operiod of18Udays from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval of drawings prior tuinstallation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 3436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width 6: Adequate ground ladder access tnrescue windows shall beprovided, Landscape aflat, l2'deep by4'wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) l Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #Z437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval nfsuch condition orviolation. D: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)675-44O7� 9: * "PUBLIC WORKS PERMIT ODND[r0NS*~* lO: Schedule and attend aPrecnnstr cdonK4eetinQwiththePub|icVVodaDepartmentphortogartofwor under this permit. Toschedule, call Public Works at(ZO6)438935O. ll: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion nfwork atleast Z4hours inadvance. All inspection requests for utility work must also be made 24 hours in advance. 12: Prior tnconstruction, all utilities inthe vicinity shall bofield located. NOT[ For City nfTukwila utility locates, call D11orl8O0424'5555. B: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:0Op.m.and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted tothe Inspector for prior approval, 16: The City ofTukwila has anundergmundingordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house, 17: Flagging, signing and coning shall beinaccordance with KxUT[Dfor Traffic Control. Contractor shall provide certified flagmen for traffic control, Sweep orotherwise clean streets oothe satisfaction ofPublic Works each night around hauling route (No flushing aUmwed). Notify Public Works Inspector before 12:00 Noon onFriday preceding any weekend work. 18: Any material spilled onto any street shall becleaned upimmediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. 20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 21: The Land Altering Permit Fee is based upon an estimated 110 cubic yards of cut and 110 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tuthe Final Inspection. 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H:lV or steeper and have a vertical rise of1Ofeet o/more and will bevnworkedfor greater than IZhours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bestockpiled onsite at the beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23: From May lthnough September3l 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, 24: Project shall comply with the Geotechnical Report by Ages Engineering, LLC, dated April 6, 2018 and svbsequentGeotechnica| Reports/Evaluations, 25: Since the house must have afire 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 (DCV4).This shall bedone prior tofinal inspection. Reference Public Works Details for l" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. 8ock0mwdevice is optional if FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector, 26: Pavement mitigation fees r-nay apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft, $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works 27: (1)Conveyance cfPublic Improvements and (Z)Material List shall besigned bythe Owner/Applicant aspart ufthe Turnover process; all prior toPublic Works final. Aspart ofthe turnover, Owner shall provide Aa' Dui|ts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost pfwork within the Public right-nf-way. 28: 0wner/App|icantshaU contact the local postmaster regarding location ofmoi|bux(es) installation. Location ofmail bow(edinstallation shall hecoordinate with Public works. 29: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual &TyN[l4.3C\O80. 30: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City nfTukwila as additionally insured), 32: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-00xx. Fee based on two single family residences. 33: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,297.22, 34: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public dght-nf+way. 35: Planning final inspection required for tree replanting per L19-006S. 36: Work shall be installed in accordance with the approved' construction documents, and any changes made during construction that are not inaccordance withtheappnzvedconstructinndncuments shall be resubmitted for approval. 37: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 38: When special inspection isrequired, either the owner orthe registered designpmhsduna|inresponsib|e charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner, 39: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes, 40: Subgr depnepamdonindudingdrainage,excavadon,00mpaction,and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 41: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 42: Notify the City nfTukwila Building Division prior toplacing any concrete. This procedure isinaddition to i t for i cti any requirements rinspection. 43: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception, 44: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 45: Water heaters shuUbeanchoredorstrappedtonsbthorbnot |displacementduetoearthquakemotinn. Strapping shall beatpoints within the upper one-third and lower one-third ofthe water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 46: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 4035 SI-SOILS 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM Parcel No: Address: �~^�«« xn� Tukwila .-�~�v�o vU�m^m��oa Department of Community Development 6gnO5outhcenterBoulevard, Suite #1OO Tukwila, Washington 9O10x Phone:Z06'431'367U Inspection Request Line: 206'438-9350 Web site: http://www,TukwilaWA.gov 8088600045 55305149TMST Project Name: SUMMIT VIEW LOT #9 COMBOSFRPERN8IT Permit Number; Issue Date: Permit Expires On: Owner: Contact Person: Name: Contractor: Name: License No: Lender: Name: NATIONWIDE LEASING LLC 2ZLAN[AST[RLN'PALM COAST, WA, 32137 CARYLANG Phone; (200)423'5055 298l524AVE SW, FEDERAL WAY, WA, 98023 CARYLANGCONSTRUCTION INC Phone: (200) 423'5055 29815 24TMAVE SW, FEDERAL WAY, VVA,98O2J'Z30O CARYLC|10IOF Expiration Date; 9/26/2820 Address: 2981524AVE SW, FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE, PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION, WATER METER VV/SERV|[E LINE, SANITARY SEWER INCLUDING JOINT SEWER USE, DRIVEWAY ACCESS, RETAINING WALL DRAINAGE, PAVEMENT CUT AND REPLACEMENT, TRAFFIC CONTROL, STREET USE, AND UNDERGROUN0NGOFPOWER. Project Valuation: $381,020\65 Type nfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $21,428.24 Occupancy per IBC: Water District: TUKVV|LA SewerO�sthct: TVKVV|LA Current Codes adopted bythe City ofTukwila; International Building Code Edition: 2015 National Electrical Code: 2017 International Residential Code Edition: 2015 WA Cities Electrical Code: 2017 International Mechanical Code Edition: 2015 WAC 296-46B: 2017 Uniform Plumbing Code Edition: 2015 WA State Energy Code: 2015 International Fuel Gas Code: 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature Volumes: Cut: 110 Fill: 110 Number: 1 1 a(,(d ,i .,LZ7 � Date: 7 O ? y I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. 2 Signature: Print Name: (W y VIA Z—z-1 Date: ` T 2 /? This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection, PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 26: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 27: (1) Conveyance of Public Improvements and (2) Material List shall be signed by the Owner/Applicant as part of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As- Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way. 28: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 29: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 30: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C19-00xx. Fee based on two single family residences. 33: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,297.22. 34: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 35: Planning final inspection required for tree replanting per L19-0065. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5040 LAND ALTERING 5230 PAVING AND RESTORE 1500 PLANNING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 5070 SANITARY SIDE SEWER 5090 STORM DRAINAGE 5100 STREET USE 5130 WATER METER - PERM S: Adequate ground ladder access turescue windows shall beprovided, Landscape xflat, IZ'deep by4'wide area below each required rescue window. (City Ordinance #Z435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D1012) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #24]6and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ufsuch condition orviolation. 8: These plans were reviewed byInspector 5l1. If you have any questions, please call Tukwila Fire Prevention Bureau at(ZO6)575'44U7. 9: 'PUBLIC WORKS PERMIT [ON0TlQNS+p~ IO: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit, Toschedule, call Public Works at(206)438-9350. ll. The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion ofwork atleast Z4hours inadvance. All inspection requests for utility work must also be made Z4hours inadvance. 12: Prior toconstruction, all utilities |nthe vicinity shall befield located, NOTE: For City qfTukwila utility locates, call Dllu/1-OU0-424'5555. 13: Permit is valid between the weekday hours of7:O0 a.m. and IO:OO p.m. only. Coordinate with the Public Works Inspector for any work after 5:OOpm.and weekends, 14: No work under this permit during weekend hours without prior approval by Public Works, Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval, 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point ufconnection on the pole tothe house. 17: Flagging, signing and coning shall beinaccordance with ,NUT[Dfor Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order ofbusiness toprevent sedimentation off -site orinto existing drainage facilities. 20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. 21: The Land Altering Permit Fee is based upon an estimated 110 cubic yards of cut and 110 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior tothe Final Inspection. 23: From October I through April 30, cover any slopes and stockpiles that are 3H:IV 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 ormulch other disturbed areas, if they will bewnvvnrkedmore than Zdays. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23: From May lthrough September 3[\ inspect and maintain temporary erosion prevention and sediment at (east monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: Project shall comply with the Geotechnica| Report by Ages Engineering, LL[ dated April 6' ZOIDand mbspquen,Geotechnica| Reports/Evaluations, ZS: 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 (D[VA).This shall be done prior tnfinal inspection. Reference Public Works Details for l^ F|R[/DOyNESn[SERVICE and/or l" FLOW -THROUGH SYSTEM. Backflmwdevice isoptional if FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. CITY OF TUK4,—A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Pernuit No. Dit-ois Project No.: Date Application Accepted: -"-t. 1 Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** Site Address: PROPERTY OWNER Name: A t-R Address: City: State: Zip: CONTACT PERSON - person receiving all project communication Name: Address: City: State: Zip: Phone: Fax: Email: ce i i ridt 0/101-/k14-7-/-, COYN, GENERAL CONTRACTOR INFORMATION Company Nar 4 : fvc Address: -2....4>- 2_,(7 e ‘,k) City:—eh/4 I pftrol State: k.4.- Zip: 90.3 Phone: cootnia_cl- late p-Exp Date: f/2‘1049 Tukwila Business License No.: ocictea," 4q King Co Assessor's Tax No.: go 9 0 000 174_5-- ?ei4e3 _3 cery--- ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: SE6_, A Engineer Nam Th eSigivviT2, Addr1;24, q Lis,6 2,12_ y( ova State: Zip:99,/0 Phone: 366 _Fog_ t oFia#... Email: ,)iti a r.'q ;. kfer--4`ZCeir. C---41r" • rd el- / LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: City: State: Zip: HAApplications\Forms-Applications On Line \20I I Applications \Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page I of 4 `PROJECT INFORMATION — ,Tq Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): OW5.7-u cr Nest, 5rei 7 DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED: SQUARE FOOTAGE Basement 1st floor / 0 (O /'3 2" floor 1.c Garage/ ` carport ■ -7. Deck — covered uncovered 0 Total square footage 35`2S 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ / furnace <100k btu thermostat emergency generator 52.0o PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) appliance vent wood/gas stove fuel type: ❑ electric (.� gas 3 ventilation fan connected to single duct water heater (electric) other mechanical equipment bidet floor drain sink lawn sprinkler system clothes washer ,fr shower water closet gas piping outlets H:\Applications\Porms-Applications On Line201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 o 'PUBLIC WORKS PERMVIIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. TER DISTRICT Tukwila ❑ ...Water District # 125 ❑ .. Highline 0 ...Letter of water availability provided EWER DISTRICT ...Tukwila 0...Valley View ❑ .. Renton ...Sewer use certificate ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. 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): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0... Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation ❑ ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water If ❑ ...Temporary Water Meter Size " WO 0 ...Sewer Main Extension Public 0 - or - Private ❑ ❑...Water Main Extension Public 0 - or - Private 0 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: /� Name: �r �,2'q �On s1— Mailing Address: g/' — & 47'-_ w Day Telephone: �� 6 -�" � $ 5 l h�-�' IA/ 9002,3 City State Zip WATER METER REFUND/BILLING: ,p Name: ,r -v. +(' ce S �d i/"1 Day Telephone: Mailing 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 3 of 4 - PERMIT 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. PROPERTY0 OR AUT RIZED AGENT: Signature: Print Name: 64411 e Date: W".7/f Day Telephone: Mailing Address: 2-927 2, 4-ve Pc, Feh--*-4/( City 1411/1.? State 9 e o2-3 Zip HAApplicalions Worms-Apptications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-II.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 tTYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 50,004 tivew Jiot -141 PERMIT # Dig -01 Y? ..555o S., I iwti" If you do not provacontractor bids or an engLer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization ce) 0 /`''') Erosion prevention 62-c (A' Water/Sewer/Surface Water 0A.Sto/acoa Road/Parking/Access -14040- 1 c o 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) 5. Enter total excavation volume 1 I Enter total fill volume cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. 2.15 $250 (1) $ (4) ritt,;E1vED CITY OF TUKWILA APR 2 5 2019 PERMIT CENTER QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23,50 s,./ 101 — 1,000 NI $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) $ (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 1 b161-013cf 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) $ 215 43 (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 pavement mitigation fee. 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. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 \I — 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 lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) -4.4,4pwved 09.25.02 Le-ff'Revised 01.01.19 2 51 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 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) Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees CAScteme. $ Total A through I (io) r9 t s 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. DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2019-1231.2019 Total Fee 0.75 $625 $6,416 $7,041 si 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 $176,050 6 $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK Address: 5530 S 149TH ST n: 8088600045 319.25'." 9.25, PUBLIC WORKS $319.25 FILING AND RECORDING FEES R000.345.890.00.00 0.00 $319.25 TOTAL FEES PAID BY RECEIPT: R19001 $319.25 Date Paid: Tuesday, November 05, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26502 Printed: Tuesday, November 05, 2019 11:18 AM 1 of 1 CRWSYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $37,933.12 D19-0138 Address: Apn: 8088600047 $19,096.28 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 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 8640.237.500 0.00 $6,416.00 DEVELOPMENT $4,701.97 PERMIT FEE R000.322.100.00.00 0.00 $4,264.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $215.63 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $215.63 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R104,345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,607.72 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0,00 $37.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 TECHNOLOGY FEE $248,59 TECHNOLOGY FEE R000.322.900.04.00 0.00 $248,59 D19-0139 Address: 5528 5 149TH ST Apn: 8088600045 $18,836.84 1 INCH $7,54 .00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 5950.00 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, July 22, 2019 Paid By: CARY LANG Pay Method: CHECK 26309 Printed: Monday, July 22, 2019 11:14 AM 1 of 2 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY I PAID , $37,933.12 D19-0139 Address: 5528 S 149TH ST Apn: 8088600045 $18,836.84 1 INCH $7,541,00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $4,424.53 PERMIT FEE R000.322.100.00,00 0.00 $3,986.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6,50 PW PERMIT ISSUANCE/INSPECTION FEE 8000.342.400.00.00 0.00 $215.63 PW CONSTRUCTION PLAN REVIEW R000,345.830.00.00 0.00 $215.63 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK 8104.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR 8000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260,00 PUBLIC WORKS $1,638.72 BASE APPLICATION FEE 8000.322.100.00.00 0.00 $250,00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE 8104.345.840.00.00 0.00 $1,297,22 TECHNOLOGY FEE $235.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18159 8000.322.900.04.00 0.00 $235.59 $37,933.12 Date Paid: Monday, July 22, 2019 Paid By: CARY LANG Pay Method: CHECK 26309 Printed: Monday, July 22, 2019 11:14 AM 2 of 2 YSTEM5 Receipt Number DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $5,363.14 D19-0138 Address: Apn: 8088600047 $2,771.74 DEVELOPMENT $2,771.74 PLAN CHECK FEE R000.345,830.00.00 0 00 $2,771.74 D 9-0139 Address: 5528 S 149TH ST Apn: 8088600045 $2,591.40 DEVELOPMENT $2,591.40 PLAN CHECK FEE R000.345.830.00 00 TOTAL FEES PAID BY RECEIPT: R17488 0.00 $2,591.40 $5,363.14 Date Paid: Thursday, April 25, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26161 Printed: Thursday, April 25, 2019 12:21 PM 1 of 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Type of Inspection: BEI i L4 I %- Project: Address: Date Called: Special lnst -actions: c i L.-D I G- Date Wanted: a.m.. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D/9-o139 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ect: off 7- _ _Type of Inspection: a5v11-piN6- >er Date Cailed: Address: .55-190 .5 / 7 , Special Instructions: Z.- DM � ... :Date Wanted: 1 ,7! 20 s.rn. p.m; Requester: Phone No: Approved per applicable codes, °COMMENTS: Corrections required prior to approval. Lc)c,€P %z REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Type of Inspection: —/21/M0 `1, 09-5- Project: ,T 14/Cw Address: 55 30 5 /,'' 5'+ .Awl Date Called: , Special Instructions: Cis p/©,��� /%?.'0"4i, /e4'L 1, t'., 724!%'� i/%Y// Z, Date Wanted: - 22 -�© a.m. p.m. Requester: ,Phone No: Approved per applicable codes. © Corrections required prior to approval. COMMENTS: P/4?cVt - ?i 0 8iNG CHAU C�7L./vc J+ea L),J O s S ♦ r 'L_ Inspector: Date:/ —2 2 --20 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ece:— LA. 1 Type Ins of ri: , 5 Address: 5530 S Date Called: Special Instructions: . 'Requester: 0 Date Wanted: ii a.m. P-m- Phone No: ,Approved per applicable codes. 0 Corrections required prior to approval. 'COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100, CaU to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A 1b. Project: , SVM/0117- 0A-1.1, Z© 9 Type of Inspection: 7----7f-,VM/K,-- 4,/114_ WYSOLA-774/ Address: 5 , / Date Called: Special Instructions: Date Wanted: //---/-- "2/ 9 a.m.. P.m. Requester: Phone No: EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: A 4/47 ft,4'/refif , . , ,,. Inspec o Date:if/. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSPECTi0N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project; % Type of lgspection: sy Address: vS ( r' Date Called: Special instructions: ` ( I �f3ate Wanted: `� / /_ /� a.m. p. m. � Requester: Phone No: Approved per applicable codes. D Corrections required prior to appro 1 CO iIENTS• 4 W u ., o./ . -- / • REINSPECTI©N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43670 Permit Inspection Request Line (206) 438-9350 Priect: Lt Special Instru t AI A Type f Inspection: ti Date Called: rDate Wanted: } 'Requester: �z-Zal a.m. p.m. Phone No: proved per applicable codes. pecto Corrections required prior to approval. REINSPECTION FEE RE t UIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. A3-0/37 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 e,z.../iv Project: - 67)/44 m i Typeof n pection: Adir4 IN 144 la-cht^o Address: S1 1 47734- Date Called: Special Instructions: 1 Date Wanted: IC) ia iq a.m. p.m. LOT" Requester: Phone No: LiApproved per -Applicab e codes. Corrections required prior to approval. COMMENTS: . 5" , /74,1cet0-,V, C4-6_ tqt. -/ A/ Inspector: Date: /ar-Y7( REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • bi 9 /3 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit P ject: • ! �Infle l vO ew' T p of Ins pectQ WAIL 5 . •n Address: 5530 S. PI? Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: ! oI r-T W Phone No: Approved per applicable codes. 0Corrections required prior to approval. OMMENTS: Inspector: Date: REINS) ECTION FEE REQUIRED. Prior to next inspetion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0./ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 big-o%3� P jeet: i Type of Inspection: p (A.40v% Address: 554.70 s5 /an 6 Date Called: Special Instructions: _ Date Wanted: lelr a��t� a.m. p.�. Requester: Phone No: ` x i Approved per applicable codes. COMMENT Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431"-3670 Permit Inspection Request Line (206) 438-9350 Pro ect• Type of Inspection: � /, 4..E ess: iy-; Date Called: �~-= Speci n uctions:Date Wanted: - 7 a.rn. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS 4-reeD Inspector: Date: 1t) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN ECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project VI'� Type ofIns ectivn'�N'1M'itr tar [.G7.7r Address: sue— 30 S. / Pate ailed: Special Instructions: 'Date Wanted: ,+ �",/Ir► Z1JY1► a.m. p.m. Requester: Phone No: Approved per applicable codes. rections required prior to approval. COMMENTS Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspec ion: Addre s: Date Called: Special Instructions: 9 Date Wanted: .. a.m. p.m. Requester: Phone No: _ pproved per applicable codes. rrections required prior to approval. nspecto Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D oi3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 • Proje 1.4r view Typ Ini ectionz 1. P.A.' ILIS , Address: 4654: 53 P-I Date Called: • Special Instructions: Ltft- 9 Date Wanted: P. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENT 0 Inspector: Date: -/, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedute reinspection. • INSPECTION NO. INSPECTION RECORD Retain a copy with permit P'l ' C'3? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43'1-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of I section: T�ddirge ss: S. Pi?�, Date Called: 5 ecial Instructions: p7 Date Wanted: �"�� a.m.. p.m.. Requester: Phone No: Approved per applicable codes. erections required prior to approval. COMMENTS: nspecto Date: REINSPECTION FEE REQUIRED. Prior to next inspe on fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 630E Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P oject: _Ty of Ijsctio: Address: "''Sri M .., Date Called: , Special Instructions: =Date n ed: _ .. �:►�'� a.m. p.m. Rester: Phone No: Approved per applicable codes. © Corrections required prior to approval. COMMENTS. 'inspector: Date: Z7 4Q' REINSPECTIO FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: IT VI _ -Type of Ins ection: kW T_ ri'G Address: ��50c / `" Rate Ca led: Special Instructions: bate Wanted: a-m_ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: nPrezz5Vic..D .e:›677)4/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 670 Permit Inspection Request Line (206) 438-9350 Project: -Type spection: °Address: 'Date .5530 5 i / ei?re517, Called: Special Instructions: Date Wanted: 8 4 3 0 Iq a.m. p.m. Requester: Phone No: LIApproved per applicable codes. Correcuons required prior to approval. COMMENTS; , - 0- if. . ilirdif 0 V Ilr ail 0. T. . — - -0 -07.01 f Alk. ' • 011, p• "r" lr "'" of Aro, , _. i lell or -- - . wr Inspector: -Date: 8 2.0 - REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 1-2-2802 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number wfadditional credits are checked wmchosen bythe permit applicant. Authorized Representative All Climate Zones R4a|ue a U'Foutora FeneutrehonU'Foctor� n/a 0.30 SkyUghtU'Factor n/a O�50 Glazed FenoatrodonSHGC"' n/a n/o Coi|ing» 44 0,028 Wood FnomoVVo|pm'n 21 int 0.056 MuaoVVuUR�a|ua' 21/21 h 0,058 Floor 301 0,029 Below Grade VVu|lc~^ 1015/21 int+T8 0.042 °TableR4O211 and Table R4021.3Footnotes included on Poga2. RECEIVED CITY OF TUKWILA 7 �0%� ^+w���w°» PIERTOIT CENTER t) lc�*' 01 �%l Each dwelling unit |nmresidential buihdinqshall comply with sufficient options from Table R48G.2mnambma�h�xe the fp|�win0minimum number *fc,eddm: 1. SmmxovvemngUnit: 1.6 c"mm�s LJ Dwelling unda�eu�on15UDsquare �o incond�onedfloor aeaw�h�oothan 3O0square ��offenoo�ahon area. Addidonuhze�ohngbuilding that are gno�orthan 50Uoquueha«�ofhea�dOooramabut less than 15OU square feet. L� 2. Medium Dwelling Unit: 3.5 credits fU|dwelling units that aenot included in#1m#3. Eucep8nn:DweUingunits oomin8R'2occupan�aoahaU �quina2.5c�dho. [] 3 Largo Dwelling Unit: 4.5 c,wd�o DweUingunits exceeding 5OQ0square ha��ofoondiUoned800rarea, LJ 4. Additions less than 5UOsquare feet: .5cedito Table R406.2 Summary On�m Description 1a Efficient 8ui�ingEnve�pe1a �5 1b B��ontBui�ingEnve�pn1b 1.0 1n Efficient 8uUd�gEnve�pe1n 2�O 1d B�der�Gui�ingEnva�pa1U 0.5 2a Air Leakage Cnn\m|and E*�dentVentilation 2a 0.5 2b Air Leakage Contm|and EfU�entVenh|��inn2b 1.0 2c Air Leakage Contm|and Bh�entVenh|ahon2u 1�5 3a High Ef8�enoyHVAC3a 1.0 3b High E�5�onoyHVAC3b 1.0 3c High E*5cionuyHVAC3o 1.5 3d High EfMuioncyHKAC3d 1.8 4 High Efh�onoyHVAC0�dbuhonSy�om 10 5a Er�oiantVVoVurHeating 5o 0.5 5b Ef�oientVVoterHoudng5b 1.0 5c Efficient VVoterHeating 5c 1.5 5d Ef5cientVVuterMoeUng5g 0.5 8 Renewable BectrioEnergy 0.5 ,^~V"^-��Eu�F«�n� DE COMPLIANCE APPROVED U.S ����� w��^~����o� ������ -''^� �, ouk�r�a ILDING ,~~�,8��: K�IVv���K�0� -'_,. 1� 0.5 1.5 �hhw Total Credits *Please n�e,toTable K4062for complete opdonde,cripdnns Table R402.1'1Fpwtnqtes ForS|: 1fuct .= 304.8 mm, ci .= continuous insulation, |nt .= intermediate framing. " R'va|ues are minimums. U-factorsund 3HG[are maximums. When insulation is installed in a cavity which is less than the label ordesign thickness ofthe insulation, the compressed R+/u|ueofthe insulation from Appendix Table A101.4shaU not be less than the R-value specified in the table. b The fenestration U4actorco|umn excludes skylights. The 5HG[column applies to all glazed fenestration. " 1110/15/21.+T8" means R'10 continuous insulation on the exterior of the vvaU' or R'lS on the continuous insulation on the interior of the wall, o, R'21 cavity insulation plus a thermal break between the stab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home urR'13cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement wall. " R'10continuous insulation is required under heated slab ongrade floors. See R4OZ2.9.1- eThere are no5HGC requirements in the Marine Zone. `Reserved. u 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. I Reserved. M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum nfR'1Dinsulation. Table R4U2.1.3Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R40I1.3. Window, Skylight and Door Schedule Project Information L2B-2802-2 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact information Ref. U-factor ENTRY DOOR 0.20 POWDER 0.28 DINING ROOM 0.28 GREAT ROOM 0.28 NOOK 0.28 NOOK 0.28 KITCHEN 0.28 STUDY 0.28 BEDROOM 4 0.28 BEDROOM 4 0.28 STAIRS 0.28 BEDROOM 2 0.28 MASTER BEDROOM 0.28 MASTER BATH 0.28 BEDROOM 3 0.28 PLAYROOM 0.28 PLAYROOM 0.28 GARAGE/DWELLING DOOR 0.20 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 6 8 1 2 5 1 6 6 1 12 8 1 6 8 1 5 5 1 3 4 6 1 5 5 1 5 2 1 5 4 1 5 6 1 4 1 8 4 1 5 4 1 5 4 1 2 4 1 5 4 6 1 2 8 6 8 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 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U-factor Qt. Feet inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 47 . 129.64 0.27 Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 473.8 129.64 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fdl 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 Heating System Type: Contact Information ® All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word 'instructions'.. Design Temperature Instructions Tulrndta 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 R-19 Single Rafter or Joist Vaulted Ceilings Instructions Select R-Value Design Temperature Difference (AT) T • Indoor (70 degrees) - Outdoor Design Amp 2,802 8.5 U-Factor 0.30 Conditioned Volume 23,817 X Area U-Factor X 0.50 U-Factor 0.026 U-Factor No selection 474 Area X Area 1,671 X Area UA 142.20 UA UA 43.45 UA Above Grade Walls (e.. Figure t) U-Factor X Area UA Instructions R-21 Into nedlete 0.056 2,471 1 138.38 Floors Instructions Below Grade Wa Instructions 8 R s Slab Below Grade (8«Figure 1) Instructions ionklg j Slab on Grade (see Fi: Instructions i Location of Ducts Instructions R= Umm�dttianed Space U-Factor X Area UA 0.025 1,671 1 41.78 U-Factor No selection X Area F-Factor X Len th L No selection F-Factor X Len th 1 No selection Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X dT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6XtTX.018 Building Design Heat Load 28,659 Btu / Hour Air Leakage + Envelope Hest Loss Building and Duct Heat Load 31,525 Btu / Hour Ducts In uncondltton.d 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 UA UA UA 46 365.80 16,827 Btu / Hour STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-3 April 16, 2019 Job No. : 11-076 Location: 5530 South 149th Street Tukwila, Washington RECEIVED CITY OF TUKVVILA 01 2 5 219 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2019 City of Tukwila BUILDING DIVISION SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2019, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, Project L2-2802 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category 11 Design Wind Speed 110 mph (Vuit) Kzi 1.00 Exposure Seismic Design Category Sos 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers Project L2-2802 22939 SE 292nd PL Black Diamond, WA 98010 (360) 886-1017 Job No. 11-076 By: GAT Checked Date:•10/21/11 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Roofing (Comp) 1/2" OSB 2 x @ 24" Insulation 5/8" GWB Misc. Snow, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load Flooring 3/4" Plywood 2 x 12 © 16" oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2 x 10 @ 16" oc Misc Residential Total Deck Load Siding 1/2" Plywood 2 x 6 @ 16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 (115% Load Duration) (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 40 psf 68, 3.5 1.5 psf 1.7 0.6 2.2 psf 9.5 psf Copyright 2011, SEGA Engineers *. SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers CL 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 • to..: CR-NA-crA ei)1 cfluvir'r 'kV /A JOB NO. CHECKED BY FIGURED BY G.141— DATE I4HEETZ OF 014K(1.-LvY. if: -z-71k)0 1-11 -e 6e.,51t Z44 (LL;IP( 6c7 p‘n tiaoir = pc 4. eu,.% cod' Gken-- tA r CCo#P0(-2•1')-(cent.oisviint )= \/' 7,1 Art COI-r14- Fe-P- C490,04,zi (J•Rusm ) (.50ps,) 00114',1- (53 (4 cp./9 = 421/1.)"' ').71-1_ 3i/vr 9114 L vt. q a Cr Lvi- P I) 4-40A•(,-Sr• r 4)1 4-C-Pir) (4),= (It\ t-5.°7'1° Hoot)Lr"-= - Z...21141- kl(?4tn( //l/1)--(>')(hS/7/rhc Ii--7-71Loit /his" — er- trig lit L Copyright 2013, SEGA Engineers •. SEGA Engineers / PROJECT tzm - sot / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 n> float. /LP-4C_ BINA C.__ KITCNFlo, Akio or_ =('49+ 1 ) 751 tiLf.-2)( si77F) (4,4°&"-i`- ‘&1 0A s- L/0.-)(/Lo ) CLI I c1P- )(50?j,c) tboL ( '1)) bs JOB NO. FIGURED BY 11-07 CHECKED BY DATE / 4 4-4 sHEET3 OF zk)( ( co -5) (111(0,(.0 s( ov)(191 cod' 04)(40,,Jp /0c9/367 -,f5v1)`-g csa)( 530 \I-- /).1 to Lk/ 71 ),-31` _Sep .r)t- 40410 r.-/ _3 /z- P Cu— I L, • St 2IK v.)4_ \-- 11 Copyright 2011, SEGA Engineers SEGA Engineers PROJECT t; 7)60 Z - � C.A.- / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 GNU — t41?p JOB NO. I —© ke FIGURED BY G CHECKED BY OI/ DATE /1/4 SHEET 4.,OF �'.. (D 1L C14,01°Iin re"Ofe4t- ✓- d- - ffe4- 0,6v)Q3,s')t SSA 73 to if g'vtiir w = (.)LSt pf tl©0 r (s. )L -15 %Sk9 o, 41. k5),Ir-r, CGJ')` , u`o 4,1k rz- W')(4, s) Icki"‘ 8 JN. 71)1- = Zisx/fl3k' r4' 3' 17�=�{CtIS. p+I' Copyright 2013, SEGA Engineers • • SEGA Engineers / / Structural & Civil Consulting Engineers Project L2-2802 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sh . LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SOS W where, For W: F = 1.1 Two -Story Building Sps 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight Wroof = Wfloor = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (30ft) (55ft) (16 psf)+ (2) (30ft+ 55ft) (4.0ft) (9.5psf) = 33 kips (30ft) ( 58ft) (14 psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169 ) (71 kip) = 12.1 kip E = 12.1 kip 1.4 WIND Design Wind Pressure, ps = Kzt Ps30 where, X = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft 8.6 kip W total = 71 kips Eq. 28.6-1, Sect. 28.6.3 Exposure B Figure 28.6-1 = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD PO - 15 = ( 1.00 ) (1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1 .00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1 .00 ) ( 1 .00 ) (17.7 psf) = 17.70 psf ( x 0.6 = 10.62 psf) P30 = ( 1 .00 ) ( 1 .00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05 ) ( 1.00 ) (17.7 psf) 18.59 psf (x 0.6= 11.15 psf) Design Base Shear: (Wind) Vub = ( 30 ft) ( 10 ft ) (17.7psf) • (30ft) ( 5 ft) (17.7psf) + ( 30 ft ) ( 5 ft ) (17.7psf) • ( 30 ft ) 5 ft) (17.7 psf) + (30 ft) (1 ft ) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, Vs's = ( 60 ft ) ( 10 ft ) (17.7psf) • ( 58 ft ) ( 5 ft) (17.7psf) + 54 ft) 5 ft) (17.7 psf) • (20 ft) (5 ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers • SEGA Engineers / Structural & Civil Consulting Engineers Project L2-2802 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 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 F, = mix V (Eq. 12.14-12) = ( 32.9 ) (8.6 k) = 4.0 kip ( 71.4 ) For = ( 38.6 ) (8.6 k) = 4.7 kip ( 71.4 ) = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 2../1 - 16 Z. JOB NO. -u7Le 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 144 siL4 ---Ciac 14 4 1,911*-1` 7.V)--41 57..1 2pooy_37.5, S-Sf`rf ),% 1-11' e_ c/ve 6)9-J% jt 31)--7S1 4,17' 4. r 1 FIGURED BY DATE! --lit SHEET 7 OF x s' 4- 1,4.2V6 r-Triz 6.4 , - Z3S" - 1 11 i ylp • ( '7 3t. 41 L' -' I ' _ , , 1,svie fixe =017 Copyright 2011, SEGA Engineers SEGA Engineers / PROJECT, / Structural & Civil Consulting Engineers Lam- 7 3o7 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. FIGURED BY (3 AI - (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S� iz 1W �1� Q 3) &' VT S 1i GZ s 04(,r) 4I ' tl1' = iSaN 3°4z7 °i (z)(10)C1o,4J o),-; ,S; zz „ z tAt DATE //Z'-/t / SHEET 2). OF I q u Ec._>✓v.'A'') 2 , z (2i)(J )i/°' ltl4, C)l)il 7 (E) (1°1 ?" ` 3,771 Lo 3,11-3 ). CoiS .4" r 5,7:7l0b7,s1 " So jJ t C> LI; r 2 5- �0'(' u' sN 2 \)114tt (KV. I ?l) P 4 (4' 1(j4r111 + ( ) 1= 3' (s'1)(/94 -P")) (s'k /n► G' 4. Copyright 2011, SEGA Engineers ' SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers LzM - z,e,©Z 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. I I _ 07 L FIGURED BY / (360) 886-1017 • Fax (36Q) 886-1016 CHECKED BY Ce.zwi 1/ 3, 27t Svl>=A,C /)n42 ch"' DATE /l/ SHEETOf OF ?.t162 S 714)3 IclKr Copyright 2011, SEGA Engineers igiUJCV1 /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington NO I 0 JOB NO. (360) 8E6-1017 • FAX 500-10I6 41••• or, 11-016 FIGURED BY GAT CHECKED BY DATE 01/05/14 SHEET 10 OF 10 5HE4 WALL KEY PLAN WAN - 14PR $LL 70 3K 1711.0aCies rn 7 PLACES) • • MA IN FLOOR A = 1244 50 FT 4 • 511 50 Ft PV SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> 1/2' OSB or CDX 8d @ 6" o.c. 518' @ 60" o.c. Qall = 230 pif . 1112' OSB or 8d @ 4" o.c. 518' @ 32" o.c. Qall = 350 pif /// CDX 1> 112' OSB or 8d @ 3" o.c. 518" @ 16" o.c. Qall = 450 pif VVVV CDX Use minimum 3x studs at abutting panel edges and stagger nails. I›, See Detail 121S2.0 for Construction Notes: 1) All walls designated " " are shear walls, Exterior walls shall be sheathed with rated sheathing (2410, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304,9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. MiTek* MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J1805688 OP 9/16 L2-2802-3 car The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K5025147 thru K5025164 My license renewal date for the state of Washington is May 16, 2019. E'"..:E1,; CITY 07 TU KV4 ,L Ft Oa 2 5 tZT, PIERMiT CENTER August 15,2018 Baxter, David 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/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2019 City of Tukwila BUILDING DIVISION D Truss Qty Ply 1 OP /16 2-2 2- !Job 1J1805688 4 ProBuikialington, 6 -7-136-6-011-0-0 14-0-0 6-6-0 4-6-0 3-0-0 4 4x8 75 74 73 72 71 8x8 2.00 3x8 1 11 2 9 10 A01 Truss Type GABLE 1 Job Reference (optional) K5025147 Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:29 2018 Page 1 IDIPVdnE_YkwaL30Gt8uciRs7yvar_-LoZISmw8coWs9irADFOOEeZPCY510_W DYHlynZq8 2-10-1 9_4)- 6-1-15 5-0-0 5-6-0 -7-13 4.55 6 15 1 134 7 5x8 = 18 19 20 21 22 23 24 25 26 27 28 29 3x8 30 66 65 64 70 69 68 67 8x8 8--4 115-9-0 8-1-4 7-7-12 4-4- 63 62 61 60 59 58 57 56 55 54 52 51 50 49 48 47 53 4x8 = Plate Offsets (X Y)- 2:0-7-14.0-0-3], [2:0-0-14.2-7-7]. [42:0-4-0.0-0-0]. [53:0-3-0,0-2-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.20 BC 0.04 WB 0.11 (Matrix) 2-8- 2 35 46 45 44 43413 6x8 8;03 = DEFL. in (loc) 1/defl Ud Vert(LL) -0.00 39 n/r 180 Vert(CT) -0.00 39 n/r 120 Horz(CT) 0.01 38 n/a n/a 37 40 -9-12 Scale = 194.6 4x6 38 1. 39 9 19 0 PLATES GRIP MT20 185/148 1 Weight: 398 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 66-72,47-53,53-66: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. WEBS 1 Row at midpt 20-58, 19-59, 18-60, 17-61, 21-57, 22-56, 23-55 20-58,19-59,18-60,17-61,16-62,15-63,21-57,22-56,23-55,24-54,25-52: 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 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, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-212(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 72, 42, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75.469(LC 19), 40=476(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-329/90, 37-40=-328/90 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VVind: 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, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=lb) 41=212. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 August 15,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 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 City Ply OP 9/16 L2-2802-3 car K5025147 J1805688 A01 GABLE 1 1 + Job Reference (optional) ProBuilington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:30 2018 Page 2 ID:fPVdnE_YkwaL30G BugRs7yvar_ SXMxyonYvvwNTJH1kwmdwSBk9cuK1gEfDtk5gCynZg7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025148 J1805688 A02 SPECIAL TRUSS 5 1 L Job Reference (optional) ProBuilf✓arlington, 1-0 1-7-13 6-6-0 Arlington,WA 98223 2.00112 8-1-4 8-1-4 4 } 14-0-0 1,5-9-01 20-1.15 I 3-0-0 1-9-0 4-0.15 10x16 MT2OHS Plate Offsets (X Y)— [2'0-3-3,Edge LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 7-7-12 2 4.55 112 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:31 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ wjvKA8nAgD3E5TsDIeHsTfklr0?ymyUoSXTIMeynZg6 I -39-0 44 0 t7 _47t 0— _ 53.0-0- 6-0-1 64.1 5,1.15 500 36-0 5-6-0 1-7-13 5x8 3x6 3x8 20 19 28 29 18 17 10x16 MT2OHS ' 5x12 = SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rrP12014 4 4 dge] CSI. TC 0.84 BC 0.97 WB 0.81 (Matrix-M) 8x8 = 32-10-0 I 39-10-0 12-8-1 7-0-0 -0.0-5-81.I18:0-4-0.0-4-8J.[21:0-8-0,0-5-41 10x16 MT2OHS = DEFL. in (loc) I/deft Lid Vert(LL)-0.7818-19 >812 240 Vert(CT) -1.39 18-19 >457 180 Horz(CT) 0.49 14 n/a n/a 5x12 2x4 13 16 10x16 MT2OHS = Scale: 1 /8' -l' 5x16 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 297 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 20-21,17-18,18-20: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-20,6-19,12-17,10-17,13-16,3-21: 2x4 HF Stud 4-20: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=2390/0-5-8, 14=2399/0-5-8 Max Horz 2=-128(LC 13) Max Uplift2=-91(LC 8), 14=-91(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9037/328, 3-4=-8835/292, 4-5=-4475/117, 5-6=-4409/136, 6-7=-3970/117, 7-8=-4007/182, 8-9>4008/183, 9-10=-3999/113, 10-11=-4627/146, 11-12=-4736/135, 12-13=-8678/206, 13-14=-8802/239 BOT CHORD 2-21=-374/8511, 20-21=-217/5766, 19-20=-87/4110, 19-26=0/2921, 28-29=0/2921, 18-29=0/2921, 17-18=0/4322, 16-17=-81/6005, 14-16=-170/8246 WEBS 7-19=-417/119, 6-20=-36/510, 9-18=-483/137, 6-19=-757/110, 12-17=-1989/105, 8-19=-124/1416, 8-18=-127/1418, 10-18=-853/125, 10-17=-6/425, 12-16=-31/3167, 4-20=-2067/160,4-21=-111/3577 Structural wood sheathing directly applied or 2-1-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-21_ 1 Row at midpt 12-17, 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wild: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, Rol a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web andior chord members onty. 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 9/16 L2-2802-3 car K5025149 J1805688 A03 SPECIAL TRUSS 3 1 4, Job Reference (optional) ProBuiPArlington, Arlington,WA 98223 • .14-01L---414, 11-0-0 1-7-13 6-6-0 1-10-1 2-7-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:32 2018 Page 1 10:fPVdnE_YkwaL30G 8ugRs7yvar_-OwTiNUooRXB5jdROrLp5?tOwMPL2VP.iyhBDCu4ynZg5 20-115 26-6-0 32-10-1 39 0-0 45-4-0 53-0-0 9-1-15 6-4-1 5x8 = 4x8 II 2.00 112 20 10x16 MT2OHS = 4.55 112 19 10x16 MT2OHS 1 18 7 5x12 4x8 = 8-1-4 15-9-0 26-6-0 8-1A 7-7-12 10-9-0 6-4-1 6- -15 6-4-0 7-8-0 26 16 5x12 42A-2 15-10-2 3x6 3x8 27 28 15 14 4x4 = 6x10 = 2x4 53-0-0 10-7-14 Scale = 1:94.3 13I. 91,1, 0 4x12 = Plate Offsets (X Y)-- 20-3-3 Edge], (2:0-0-14,2-7-71 [13:0-6-0.0-1-71.120:0-8-0.0-5-41 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 TC 0.85 BC 0.98 WB 0.81 (Matrix-M) DEFL. in (loc) l/defi L/d Vert(LL) -0.71 16-18 >890 240 Vert(CT) -1.26 16-18 >506 180 Horz(CT) 0.37 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 289 Ib FT = 2 0% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF No.2 *Except* 2-20,13-15: 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* 6-19,6-18,10-14,12-14,3-20: 2x4 HF Stud, 4-19: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=2408/0-5-8, 13=2260/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 13=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9130/332, 3-4=-8929/296, 4-5=-4527/116, 5-6=-4461/135, 6-7=-4022/117, 7-8=-4058/181, 8-9=-4089/185, 9-10=-4082/116, 10-11=-5062/156, 11-12=-5207/143, 12-13=-5598/191 BOT CHORD 2-20=-385/8599, 19-20=-226/5828, 18-19=-94/4159, 17-18=0/2970, 17-26=0/2970, 16-26=0/2970, 16-27=-16/4439, 27-28=-16/4439, 15-28=-16/4439, 14-15=-16/4439, 13-14=-121/5169 WEBS 7-18=-417/118, 6-19=-36/511, 9-16=-468/132, 6-18=-758/110, 10-14=-8/662, 12-14=-511/136, 8-18=-124/1415, 8-16=-126/1461, 10-16=-911/135, 4-19=-2084/162, 4-20=-115/3613 Structural wood sheathing directly applied or 2-0-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. 1 Row at midpt 10-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 1 ,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I. Mffek 250 KJug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025150 J1805688 A04 COMMON 2 1 Job Reference (optional) ProBuitl irlinglon, Arl'ngton,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 1513:54:33 2018 Page 1 IO:fPVdnE_YkwaL30Gt8ugRs7yvar_-s614agpRCgJyKn0cP3KKY4p7Kp)wExg5vrymQWynZg4 -7-13 7-8-0 6-4-0 6-1-15 4.55 FIT 6-4-1 5x8 = 7 64.1 2x4 II 19 18 24 25 16 26 7 15 4x12 = 6x10 = 5x12 = 5x8 = 5x12 4x4 = 10-7-14 1 10-7-14 9-6-1 Plate Offsets (X.Y)--[2:0-6-0,0-1-71112:0-6-0.0-1-7J 20-1-15 { 32-10-1 12-8-1 6-1-15 64-0 27 28 14 13 4x4 = 6x10 = 42-4-2 9-6-1 { 10-7-14 2x4 7-8-0 53-0-0 Scale = 1:92.6 4x12= LOADING (psf) TCLL 25.0 TCDL 10,0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.71 BC 0.88 WB 0.50 (Matrix-M) DEFL. in (loc) I/def Ud Vert(LL) -0.62 15-17 >999 240 Vert(CT) -1.06 15-17 >598 180 Horz(CT) 0.20 12 n/a n/a PLATES GRIP MT20 185/148 Weight 277 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16,16-18: 2x6 DF No.2 WEBS 1 Row at midpt 5-17, 9-15 WEBS 2x4 HF No.2 *Except* 3-19,5-19,9-13,11-13: 2x4 HF Stud REACTIONS. (Ib/size) 2=2391/0-5-8, 12=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-90(LC 4), 12=-70(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5623/187, 3-4=-5245/139, 4-5=-5101/152, 5-6=-4116/114, 6-7=-4124/184, 7-8=-4119/183, 8-9=-4110/116, 9-10=-5063/154, 10-11=-5207/140, 11-12=-5594/188 BOT CHORD 2-19=-238/5209, 18-19=-134/4473, 18-24=-134/4473, 24-25-134/4473, 17-25=-134/4473, 16-17=0/3000, 16-26=0/3000, 15-26=0/3000, 15-27=-15/4454, 27-28=-15/4454, 14-28=-15/4454, 13-14=-15/4454, 12-13=-119/5164 WEBS 6-17=-469/132, 8-15= 468/132, 3-19=-515/136, 5-19=-6/664, 5-17=-913/133, 7-17=-127/1462, 7-15=-127/1454, 9-154-896/134, 9-13=-7/640, 11-13=504/135 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mfl•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony 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 indicaled is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Q y Ply OP 9/16 2-2 02-3 car K5025151 J1805688 A05 COMMON 4 1 Job Reference (optional) ProBuildjkiington, c,;,;1331 Arlington,WA 98223 7-8-0 7-8-0 10-7-12 10-7-12 14-0-0 6-4-0 19 18 32 6x10 4/4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:34 2018 Page 1 IDJIDVdnE_YkwaL30Gt8uqRs7yvar_-KlbSoAg3z8RoyxbozmrZ5IMFbD1Az06F8VIJzzynZg3 27-11-3 20-1-15 ;1;01 25-0-134-3F17311-5-3 34!Gf;°3 37-101 39-0-0 6-1-15 6-1-15 4.55 F-12- 33 16 34 17 6x10 = 5x8 = 20-3-11 2 Plate Offsets (X Y)— 2:0-4- 4,0- -15 1 L0-6-0 0-1-7] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TPI2014 9-7-14 CS1. TC 0,94 BC 1.00 VVB 0.50 (Matrix-M) 26-6-0 5-6-0 5x8 = 6x10 = 32.11-13 32-0-0 39-8151 5-6-0 0.0- 0-3-8 42-4-4 9-4.6 DEFL. in (loc) I/deft Ud Vert(LL) -0,49 15-17 >999 240 Vert(CT) -1.15 15-17 >552 180 Horz(CT) 0.20 12 n/a n/a 454-0 64-9 3x6 37 14 13 6x10 = 4X4 = 53-0-0 7-8-0 53-0-0 10-7-12 PLATES GRIP MT20 185/148 Scale = 1:92.6 12 ci 0 4x12 = Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF 2400F 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16: 2x6 DF No.2 WEBS 1 Row at midpt 5-17, 9-15 WEBS 2x4 HF No.2 *Except* 3-19,5-19,9-13,11-13: 2x4 HF Stud OTHERS 2x4 HF Stud Except' 20-24: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2516/0-5-8, 12=2397/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=-5963/0, 3-4=-5586/0, 4-5=-5441/0, 5-6=-4505/0, 6-7=-4513/0, 7-8=-4501/0, 8-9=-4493/0, 9-10=-5400/0, 10-11=-5544/0, 11-12=-5931/0 BOT CHORD 2-19=0/5527, 18-19=0/4813, 18-32=0/4813, 32-33=0/4813, 17-33=0/4813, 16-17=0/3273, 16-34=0/3273, 34-35.0/3273, 15-35=0/3273, 15-36=0/4790, 36-37=0/4790, 14-37=0/4790, 13-14=0/4790, 12-13=0/5479 WEBS 6-17=-467/133, 8-15=-467/133, 3-19=-516/134, 5-19=-50/621, 5-17=-883/163, 7-17=0/1628, 7-15=0/1610, 9-15=-868/162, 9-13=-48/600, 11-13=-505/134 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) Refer to girder(s) for truss to truss connections. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 WARNING Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek75) connectors. This design is based only upon parameters shown, and is for an individual building component, not a Euss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent 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 ANSITTPI1 Quality Criteria, DS13-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. k' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 9/16 L2-2802-3 car K5025152 J1805688 c A06 GABLE 1 1 Job Reference (optional) ProBuild/Arlington, i-7-13 Arlington,WA 98223 26-6-0 26-6-0 4.55 112 20 5x8 21 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 1513:54:38 2018 Page 1 ID:tPVdnE_YkwaL30Gt8ugRs7yvar_ D4gzeXtZONxERYuaCcvVF8W PgSevICg36gX6kynZq? 5300 22 23 266 Scale = 1:92.2 5x12 77 76 75 74 73 72 71 70 69 68 67 66 65 63 62 61 60 59 58 57 56 55 532 51 50 49 48 47 46 45 44 43 42 41 5x12 54 8x8 = 4 53-0-0 3-0-0 8x8 0 lei 0 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 YES Code IRC2015/TP12014 CSI. TC 0.76 BC 0.71 WB 0.11 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.08 59 n/a n/a PLATES GRIP MT20 185/148 Weight: 407 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 21-59,20-60,19-61,18-62,17-63,16-65,22-58,23-57,24-56,25-55,26-53: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 35) Max Uplift All uplift 100 Ib or less atjoint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=-2209(LC 28), 2=-2247(LC 19), 41=-107(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 59, 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=2285(LC 39), 2=2328(LC 40), 77=286(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6641/6512, 3-4=-5694/5613, 4-5=-5322/5282, 5-6=-5011/4967, 6-7=-4668/4644, 7-8=4325/4324, 8-9=-3982/4005, 9-10=-3640/3685, 10-11=-3464/3495, 11-12=-3297/3366, 12-13=-2959/3046, 13-14=-2631/2727, 14-15=-2303/2407, 15-16=-1975/2088, 16-17=1647/1768, 17-18=-1319/1449, 18-19=991/1129, 19-20=-663/811, 20-21=-335/487, 21-22=-335/458, 22-23=-663/802, 23-24=-991/1113, 24-25=-1319/1426,25-26=-1647/1739,26-27=-1975/2053,27-28=2303/2367, 28-29=-2631/2685, 29-30=-2959/3005, 30-31=-3287/3324, 31-32=3422/3453, 32-33=-3615/3644, 33-34=-3943/3963, 34-35=-4284/4283, 35-36=4627/4602, 36-37=-4970/4926, 37-38=-5280/5241, 38-39=-5652/5571, 39-40=-6601/6479 BOT CHORD 2-77=-6006/6213, 76-77=-5212/5331, 75-76=-4875/4994, 74-75= 4599/4718, 73-74=-4292/4411, 72-73=-3985/4105, 71-72=-3679/3798, 70.71=-3372/3491, 69-70=-3065/3185, 68-69=-2759/2878, 67-68=-2452/2571, 66-67=-2145/2265, 65-66=-1839/1958, 64-65=-1532/1651, 63-64=-1379/1498, 62-63=-1225/1345, 61-62=-919/1038, 60-61=-612/731, 59-60=-305/425, 58-59=-305/425, 57-58=-612/731, 56-57=-919/1038, 55-56=-1225/1345, 54-55=1379/1498, 53-54=-1532/1652, 52-53=-1839/1958, 51-52=-2145/2265, 50-51=-2452/2571, 49-50=-2759/2878, 48-49=-3065/3185, 47-48=-3372/3491, 46-47=-3679/3798, 45-46=-3985/4105, 44-45=-4292/4411, 43-44=-4599/4718, 42-43=4880/5025, 41-42=-5212/5315, 40-41=-6006/6213 Continued on page 2 August 15,2018 a WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 9/16 L2-2802-3 car K5025152 J1805688 A06 GABLE 1 1 Job Reference (optional) ProBui,i#Arlington, NO1'ES- 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.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except (jt=lb) 40=2209, 2=2247, 41=107. 10) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 53-0-0 for 230.0 plf. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 1513:54:39 2018 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ hGOLrtuBng352iTmmJRkoL398EotelS_ImP4eAynZq_ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. IM MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025153 J1805688 B01 KINGPOST 1 1 Job Reference (optional) ProBuiArlington, ♦ Arlington,WA 98223 1-1-0-0 1-0-0 3x8 6-0-0 6-0-0 6-0.0 6-0-0 Plate Offsets (X.Y)— 2:0 8 4,0-1-8j [3:0-3-9.Edgej. [7:0-8-4.0-1-6] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.56 BC 0.51 WB 0.09 (Matrix-M) 9-6-0 3-6-0 4x4 = 12-0-0 6-0-0 7.640 s Aug 16 2017 M1Tek Industries, Inc. Wed Aug 15 13:54:40 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 9Syj2DuciY_Bygs2yJ1yzKQbNoeBENCz7WQ9d9cynZpz 19-0-0 120-0-01 9-6-0 1-0-0 12 11 5x8 = 10 19-0-0 7-0-0 DEFL. in (loc) I/def Lid Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 n/a n/a Scale = 1:44.0 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 or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less atjoint(s) 11, 9 except 2=-1460(LC 27), 7=-1483(LC 30), 12=-127(LC 27), 10=-148(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1736(LC 24), 7=1621(LC 25), 12=412(LC 1), 12=412(LC 1), 10=401(LC 1), 7=285(LC 1), 12=412(LC 1) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2721/2417, 3-4=-960/909, 4-6=-1615/1528, 6-7=-2650/2500, 3-5=-423/112, 5-12=-480/96 BOT CHORD 2-13=-2088/2389, 12-13=-2089/2388, 11-12=-1631/1755, 10-11=-998/1123, 9-10=-568/693, 7-9=-1991/2115 WEBS 6-10=-379/158 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=lb) 2=1460, 7=1483, 12=127, 10=148, 7=1483, 12=127. 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 plf. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. August 15,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025154 J1805688 B02 COMMON TRUSS 1 1 1. Job Reference (optional) ProBu4Arlington, Arlington, WA 98223 1-0-0 r 3x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:40 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 9Syj2DugY_Bygs2yJ1yzKZbRaeBiNA67WQ9d9cynZpz 4117 96-0 14-Q i 19.0-0 H2022> 4-11-7 4-6-9 4-6-9 4-11-7 1-0-0 8.00 15x4� 12 1.5x4 5 4x4 = Plate Offsets (X,Y)— 2:0c 9,0-1-;], [6:0-5-9,0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 9-6-0 9-6-0 CSI. TC 0.26 BC 0.55 WB 0.21 (Matrix-M) 8 3x8 = 19-0-0 9-6-0 DEFL. in (loc) 1/deft L/d Vert(LL) -0.11 8-14 >999 240 Vert(CT) -0.21 8-14 >999 180 Horz(CT) 0.03 6 n/a n/a Scale = 1:42.1 3x8 = PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (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=-1105/60, 3-4=-822/65, 4-5=-822/64, 5-6=-1105/61 BOT CHORD 2-8=-59/853, 6-8=0/853 WEBS 4-8=-4/501, 5-8=-318/123, 3-8=-318/123 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025155 J1805688 B03 COMMON TRUSS 1 Job Reference (optional) ProBui191Arlington, Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 Arlington, WA 98223 3-0-12 6x18 MT18H -i 12 3-0-12 3-0-12 5x16 I I 3-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:42 2018 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-5r4UTvw44bRgv9CLRS_RP_hmQ RgYrwgQ_kekE VynZpx 9-6-0 i 12-11-4 15-11-4 19-0-0 3-5-4 3-5-4 3-0-0 3-0-12 6-0-12 1 9-6-0 3-0-0 3-5-4 5 d e [9:0-3 8,0-5 4].111:0-3-8.0-5-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.37 BC 0.65 WB 0.84 (Matrix-M) 4x8 11 5x8 h17 � 19 10 20 9 21 8 22 6x18 MT18H Scale = 1:41.2 12x12 = 12-11-4 3-5-4 8x8 = 15-11-4 3-0-0 DEFL. in (loc) I/defl Ud Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.07 7 n/a n/a 3x8 5x16 11 19-0-0 3-0-12 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=11574/0-5-8, 7=10829/0-5-8 Max Horz 1=-112(LC 23) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17842/0, 2-3=-14737/0, 3-4=-11145/0, 4-5=-11146/0, 5-6=-14950/0, 6-7=-18106/0 BOT CHORD 1-12=0/14845, 12-17=0/14845, 11-17=0/14845, 11-18=0/12226, 18-19=0/12226, 10-19=0/12226, 10-20=0/12406, 9-20=0/12406, 9-21=0/15058, 8-21=0/15058, 8-22=0/15058, 7-22=0/15058 WEBS 4-10=0/11963, 5-10=-4784/0, 5-9=0/5530, 6-9=-3158/0, 6-8=0/3269, 3-10=-4510/326, 3-11=-275/5210, 2-11=-3119/154, 2-12=-101/3205 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; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "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) 2244 Ib down and 86 Ib up at 1-0-12, 2244 Ib down and 86 Ib up at 3-0-12, 2244 Ib down and 86 Ib up at 5-0-12, 2256 Ib down and 86 Ib up at 7-0-12, 2256 Ib down and 86 Ib up at 9-0-12, 2381 Ib down at 11-0-12, 2381 Ib down at 13-0-12, and 2381 Ib down at 15-0-12, and 2381 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 1 August 15,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025155 J1805688 , B03 COMMON TRUSS 1 3 Job Reference (optional ProSuiteArlington, • Arlington,VVA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:42 2018 Page 2 IDIPVdnE_YkwaL30Gt8uqRs7yvar_-5r4UTvw44bRgv9CLRS_RP_hmQRqYiwgQ_kekEVynZpx 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=-2381(F) 12=-2244(F) 14=-2244(F) 17=-2244(F) 18=-2256(F) 19=-2256(F) 20=-2381(F) 21=-2381(F) 22=-2381(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WOMB REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng 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 tams systems, see ANSI/Mil 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 aty Ply OP 9/16 L2-2802-3 car K5025156 J1805688 CO1 COMMON TRUSS ... Job Reference (optional) ProBuilArlIngton, Arlington,WA 98223 -1-0-0 1-0-0 8.00 112 6-0-0 6-0-0 8 iit I III Ili 114, PI•I*1.1' 11 I WWI•I•I•I•I•I•Ii :VW:W*1W PI•I•I El PI•11 VW; ..*:•11 I I KI 11% 4x4 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:43 2018 Page 1 IDIPVdnE_YkwaL30Gt8uqRs7yvar_-Z1eshFxirvZXXJnX?9VgyBDyBrHJaakZCONHmxynZpw 12-0-0 13-0-0 6-0-0 1-0-0 Scale = 1:27.1 4x6 = 18 17 16 15 Plate Offsets_(X Y)-- 2:0-0-0 0-0-4] [10'0-0-0,0-0-4] 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 IRC2015/TP12014 TC 0.30 BC 0.23 WB 0,03 (Matrix) 12-0-0 12-0-0 14 13 12 DEFL. in (loc) l/defi Ltd 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 = 10 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) 18, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Grav 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=-749/764, 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) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDI..=6.0psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1,33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 1 ,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE PAII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mire1019 connedors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Miss systems, see ANSIlTPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025157 J1805688 DO1 GABLE 1 1 Job Reference (optional) ProBuilrArlington, Arlington,WA98223 a- 1-1-0-0 I 1-0-0 10-0-0 10-0-0 1 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:44 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 1DCEubxKcDh09TMjYsOvVPm9cFgsJ0wjR27rI0ynZpv 20-0-0 121-0-0 10-0-0 1-0-0 8 10 7 8.00 12 " 6 " 5 ■ 4 " 3 15 J " `. 11 12 13 " •" "• " • " 14 x6 = 30 29 Plate Offsets (X Y)-- 2:0-3-9.0-1-8]. [16:0-3-9,0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 28 27 26 CS'. TC 0.07 BC 0.02 WB 0.10 (Matrix) 25 24 20-0-0 20-0-0 23 22 21 20 DEFL. in (roc) 1/deft Ud Vert(LL) -0.00 17 n/r 180 Vert(CT) -0.00 17 n/r 120 Horz(CT) 0.00 16 n/a n/a 19 18 3x6 = Scale = 1:42.1 17 IN/ PLATES GRIP MT20 185/148 Weight: 109 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=130(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 Max Gray All reactions 250 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 25, 26, 27, 28, 29. 30, 23, 22, 21, 20, 19, 18. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. August 15,2018 Mil MiTek' 250 Ktug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025158 J1805688 D02 Common 4 1 Job Reference (optional) ProBuii£t Arlington, A. Arlington, WA 98223 1004 3x6 = 5-2-7 5-2-7 6-8-0 6-8-0 Plate Offsets (X Y)-- (2'0-3-9 0-1-81 [6'0-3-9 0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 10-0-0 4-9-9 3x4 = CSI. TC 0.29 BC 0.36 WB 0.11 (Matrix-M) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:45 2018 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-WQmc6xyyNWpFndww6aX81cJHzfxp2TOsgisOrgynZpu 14-9-9 20-0-0 l21-0-0I 4-9-9 5-2-7 1-0-0 4x6 II 4 3x4 = 13-4-0 6-8-0 DEFL. in (loc) I/defl Lid Vert(LL) -0.09 8-9 >999 240 Vert(CT) -0.15 8-9 >999 180 Horz(CT) 0.03 6 n/a n/a 20-0-0 6-8-0 Scale = 1:44.1 3x6 = PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except* 5-8,3-9: 2x4 HF Stud REACTIONS. (Ib/size) 2=930/0-3-8, 6=930/0-3-8 Max Horz 2=130(LC 7) Max Uplift2=-31(LC 8), 6=-31(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1202/38, 3-4=-1071/92, 4-5=-1071/93, 5-6=-1202/39 BOT CHORD 2-9=-42/958, 9-16=0/628, 16-17=0/628, 8-17=0/628, 6-8=0/927 WEBS 4-8=-59/476, 5-8=-311/125, 4-9=-58/476, 3-9=-311/125 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) * 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, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 9/16 L2-2802-3 car K5025159 J1805688 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) Pro8uilkArlington, Artington, WA 98223 t -1-0- 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:45 2018 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_ WQmc6xyyNWpFndww6aX81cJKMf002UFsgisOrgynZpu 3-11-8 3-11-8 Scale = 1:19.2 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Ind YES BCDL 8.0 Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/deft LJd 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 Grav 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 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. August 15,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, D8B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 NI. Lee Street, Suite 312, Alexandria, VA 22314. k` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025161 J1805688 a JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuileArlington, Arlington, WA 98223 -1-0-0 1-0-0 2 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:46 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-_cJ?JGza8gx5OnV6gH3NagrV52MHnwv0vMcyNGynZpt 1-11-8 1-11-8 8.00 12 2x4 I I 3 2x4 = 2x4 I I 5 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 Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (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 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-8 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=133 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. August 15,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply OP 9/16 L2-2802-3 car K5025162 J1805688 JB02 MONOPITCH TRUSS 5 1 + Job Reference (optional) ProBuilaYAdington, 4' Arlington,WA 98223 1 -1-0-0 1-0-0 2x4 — 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:47 2018 Page ID:fPVdnE YkwaL30Gt8ugRs7yvar_ SotNWc_Dv74y0w41E?ac610grSicWN9970LVviynZps 1-11-8 1-11-8 1-11-8 59 Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr YES BCDL 8.0 Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix-M) DEFL. in (loc) I/defl Lid Vert(LL) -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 - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Harz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Grav2=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. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M1- MiTek' 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025163 J1$05688 a JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) ProBuilaP Arlington, Arlington,WA 98223 Plate Offsets (X.Y)— [2:0-1-9.Edgej LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 -1-0-0 1-0-0 2x4 = CSI, TC 0.16 BC 0.09 WB 0.00 (Matrix-M) 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:47 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ SotNWc_Dv74y0w41E?ac610fQShSWN9970LVviynZps 3-11-8 3-11-8 3-11-8 3-11-8 DEFL. in (loc) 1/deft Lid 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 N Q Scale = 1:19.2 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 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. August 15,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111111 MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply OP 9/16 L2-2802-3 car K5025164 J1805688 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuiWArlington, Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Aug 15 13:54:47 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ SotNWc_Dv74y0w41E?ac610grSiUWN1970LVviynZps 3-11-8 3-11-8 2x4 II 8.00 12 1.5x4 II 7 6 2x4 = 1.5x4 11 2x4 11 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/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. At bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less atjoint(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 ANSUTPI 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) 5, 6, 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 15,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 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-from outside edge of truss, This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20120 software or upon request, PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6.4-8 8 dimensions shown in ft•in-sixteenths (Drawings not to scale) TOP CHORDS BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 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 stack materials on inadequately braced trusses, 4, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties, 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8, Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9, Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or pudins 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 wit ANSI/TPI 1 Quality Criteria. 30-00-00 i 4 �� + 0 a � � J 53-00-00 16 1-08 3-00 08 � a o ultedNC 12 Pi cling h \\ 23-09-08 A04(5) A0: (3) A04(2 A05(4 URN' O O O O n� y REA \ o 6 6 inO O O O 6 /Y D02( o 0 Vault 2112 Ceng tch etz \ a o0 o ,,Ares. V'r' BE6� F— o I O o B' B02 0o JAO (5) B ai+s ant C01 2-0?-00 Ji3D (' I�I J803(4) :, � � 1 2-00-00 2-00-00 J 1 v Ir. T =1 y v v GARAGE 11-00-00 19-00-00 10-00-00 11-00-00 12-00-00 7-00-00 30-00-00 = Truss left end indicator. Blocking List Qty Product 80 2x4 Vent Block HANGER SCHEDULE CARRIED MEMBER CARRYING MEMBER HANGER QUANTITY USE 10DX1 1/2" NAILS @ SINGLE PLY CARRYING MEMBER OR CLINCH 3" NAILS ON BACKSIDE OF GIRDER 8-16D I 22-16D ( HUS28 1 09 BUi'derS . FirstSource 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These misses are designed as individual building components to be incorporated into the building design at t the specification of the building designer. See the design shea,s for each truss design identified drawing. The building designer is BUILDER : Cary l ang co n st. DATE : CALF,: n the placement possible fm temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, PROJECT : L2-2802-3 car DRAWN BY : Santiago Aguilar OB #: J1805688 beams, walls, and columns is the responsibility of the building design,. For general guidance regarding bracing. consult 'Bracing of wood trusses available ADDRESS: 3446 S 173rd ST. Seatac, WA MI3ison=w153179te Institute. 583 D'Onifrio Drive: Ages Engineering, LLC A Geotechnical and Environmental Services LLC P.O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Vitaliy Mikshanskiy Sterling Johnson & Associates 16398 NE 85th St. Suite 200 Redmond Washington Subject: Preliminary Geotechnical Report Mikshanskiy Short Plat 55XX S. 149th Street Tukwila, Washington Parcel Number: 8088600045 RECEIVED APR 2 6 2019 April 13, 2018 Project No. A-1402 TUKWILA PUBLIC WORKS Fcr.:,! CIL '11 OF , • 2 ti,L;) PERMIT CENTER Dear Mr. Mikshanskiy, As requested, we have conducted a preliminary geotechnical study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain with 1.5 feet of organic -laced old fill/disturbed native soils overlying silty sand with gravel consistent with glacial till. In general, the till was medium dense and weathered in the upper portions. The dense unweathered glacial till was encountered at a depth of 4.0 feet below surface grades. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structures can be supported on typical spread footing foundations bearing on the organic -free native soils observed at 1.5 feet below surface grades. Detailed recommendations addressing these issues and other geotechnical are presented in the attached report. We trust the information presented current needs. If you have any questions or require additional information, Respectfully Submitted, Ages Engineering, LLC Bernard P. Knoll, II Principal BPK:bpidsak ovAL, zrig•Toin - f?-201g gMEWEllf0 R ease ciPnCreOVUNCEEAD JUL 1 9 2019 City of Tukwila BUILDING DIVISION st Ages Engineering, LLC 253-845-7000 Page I TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION 1 2.0 SCOPE 1 3.0 SITE CONDITIONS ......................... . ........................... . . 2 3.1 Surface . .2 3.2 Soils 2 3.3 Mapped Soils.......................................................... . . .. . 3 3.4 Groundwater .. 3 4.0 GEOLOGIC HAZARDS .. 3 4.1 General 3 4.2 Seismic 4 4.3 Erosion 4 5.0 CONCLUSIONS AND RECOMMENDATIONS 4 5.1 General 4 5.2 Site Preparation and Grading 5 5.3 Excavations 6 5.4 Foundations 7 5.5 Slab -on -Grade Floors 8 5.6 Lower level and Building Walls 9 5.7 Storm water 10 5.8 Permanent Slopes and Embankments 10 5.9 Site Drainage 10 6.0 ADDITIONAL SERVICES 11 7.0 LIMITATIONS 11 Figures SiteVicinity MapFigure 1 Exploration Location Plan .......................... . ......... . . Figure 2 GeologicMapFigure 3 Appendix Site Exploration Appendix A Ages Engineering, LLC Page 1 253-845-7000 Preliminary Geotechnical Report Mikshanskiy Short Plat 55xx S. 149' Street Tukwila, Washington 1.0 PROJECT DESCRIPTION The project will consist of subdividing the existing residential lot located at the 5500 Block of S.149th Street in Tukwila, Washington into two new residential parcels. Each parcel will likely be developed with a new single-family residence. Surface grades on the site slope down to the west. We expect the new residences will be two- to three—story wood -framed structures with daylight basements facing west. The basements and attached garages will have slab -on -grade floors. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and up to 25 kips for isolated column footings. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On Macb 27, 2018, we excavated two hand -augured test holes to a maximum depth of 6.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. • Advancing two test holes in the planned new development area to a maximum depth of approximately 6.0 feet below surface grades. • Providing geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria, suitability of on -site soils for use as structural fill, temporary and permanent cut and fill slopes, and drainage and erosion control measures. • Providing geotechnical recommendations for design and construction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. Ages Engineering, LLC Page 1 253-845-7000 • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Providing preliminary geotechnical recommendations for the discharge of the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through walls. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site area is a rectangular -shaped residential parcel located at the 5500 Block of South 149'h Street in Tukwila, Washington. The subject site is currently unoccupied. The site is bordered with a single-family residence to the east, South 149th Street to the south, an apartment building to the west and a vacant lot to the north. A storm water sewer pipe extends across the western end of the site from north to south. We observed two storm water manholes to the north of the subject site along the pipe alignment. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general surface grades in the vicinity of the site slope down to the west. Surface grades on the subject site slope don to the west at an inclination of 17 to 25 percent. The surface of the site was very wet at the time of our site exploration. Site vegetation consists of typical landscape bushes and trees with native medium-sized evergreen and deciduous trees. The underbrush in the native areas, is relatively thick. 3.2 Soils The soils we observed at the site generally consist of 1.5 feet of topsoil and/or disturbed native soils overlying silty sand with gravel consistent with glacial till. In both Test Holes TH-1 and TH-2, we encountered 1.5 feet of dark brown topsoil overlying brown mottled red -orange silty sand with gravel consistent with glacial till and in a medium dense to dense condition with wet soils below 2.0 feet. At a depth of 4.0 feet we encountered dense unweathered silty sand with gravel consistent with glacial till. Figures A-1 and A-2 present more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. Ages Engineering, LLC Page 2 253-845-7000 3.3 Mapped Soils According to The Geologic Map of the Des Moines 7.5' Minute Quadrangle, King County, Washington, by Derek B. Booth and Howard H. Waldron, the soil in the vicinity of the site is mapped as Glacial Till (Qvt). The glacial till was deposited along the base of the advancing glacial ice and was consequently over -ridden by the glacial ice mass. The glacial till, and all units under the till, will typically be found in a very dense condition, and will exhibit a high shear strength and low compressibility where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes excavated on the site. However, we expect a seasonal perched water table likely develops on top of the dense glacially consolidated soils underlying the site at times during the wet winter months. The groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Section 18.45.120 in the City of Tukwila Municipal code defines geologically hazardous areas as follows: "areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3 Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". Based on the existing site grades shown on the topographic site plan provided to us ranging from 15 to 20 percent, the new building location is classified as "Class 2" - areas where the landslide potential is moderate. According to Section 18.45.120 (C) in the City of Tukwila Municipal code, "each development proposal containing or threatened by an area of potential geologic instability Class 2 or higher shall be subject to a geotechnical report pursuant to the requirements of TMC Chapter 18.45.040 C, and 18.45.060. The geotechnical report shall analyze and make recommendations on the need for and width of any setbacks or buffers necessary to achieve the Ages Engineering, LLC Page 3 253-845-7000 goals and requirements of TMC Chapter 18.45. Development proposals shall then include the buffer distances as defined within the geotechnical report". Based on our study, the site is underlain with medium dense to very dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a steeply sloping environment. Due to the existence of dense, relatively impermeable glacial till underlying the site, it is our opinion that the site is inherently stable and no buffers or setbacks are necessary to protect the site and adjacent properties from the Class 2 potential geologic instability designation. 4.2 Seismic The state of Washington has adopted the International Building Code (IBC). Based on the soil conditions encountered and the local geology, site class "C" can be used in structural design. This correlates to Soil Profile Type Sc in the older Uniform Building Code (UBC). This is based on the inferred range of SPT (Standard Penetration Test) blow counts for the upper 100 feet of the site relative to hand excavation progress and probing with a '/2-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3 Erosion Temporary Erosion and Sediment Control (TESC) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual for Western Washington. Temporary Erosion and Sediment Control (TESC) measures, as required by the City of Tukwila, should be in place prior to the start of construction activities at the site. 5.0 CONCLUSIONS AND RE CONDATLONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed subdivision and subsequent development of the site. The new structures can be supported on conventional spread footings bearing the existing organic -free native soils observed below a depth of 1.5 feet, or on structural fill placed above these soils. Floor slabs and pavements should be similarly supported. Due to the existing surface inclinations on the site, and the site being underlain with dense native silty sand with gravel consistent glacial till, no buffer or setback will be necessary. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Ages Engineering, LLC Page 4 253-845-7000 Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. The existing organic -laced soils observed in the upper 1.5 feet of the site will not be suitable for support of structural elements in their current condition. Prior to construction, these organic soils should be removed from under new foundation, floor slab, and pavement areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. hi order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the existing subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on - site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: AgesEnginecringALC Page 5 253-845-7000 U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum • Basecl on the % inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.3 Excavations General, The inclination for a safe and stable excavation slope cut is determined based on two factors, the current Washington State Safety and Health Administration (WSHA) regulations for confined spaces and global stability of the slope cut. Most often, the WSHA regulations are more conservative than the global stability requireinents. According to WAC 296-809-099, a confined space is defined as: "A space that is all of the following: (a) Large enough and arranged so an employee could fully enter the space and work. (b) Has limited or restricted entry or exit. Examples of spaces with limited or restricted entry are tanks, vessels, silos, storage bins, hoppers, vaults, excavations, and pits. (c) Not primarily designed for human occupancy." In the context of site excavation and grading, the Washington State Department of Labor and Industries considers a confined space as a space in which a worker enters an excavation that is tall enough and/or narrow enough to inundate the worker and cause bodily harm if a cave-in occurs. This does not include excavations that are less than 4.0 feet in depth. WSHA Approved Slope Cuts, All excavations at the site associated with confined spaces, such as utility trenches and lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near -surface loose to medium dense old fill soils and weathered Ages Engineering, LLC Page 6 253-845-7000 glacial till soils are classified as Type C soils. The deeper unweathered glacial till soils would be classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property lime constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Global Stability Excavations, Based on the composition and consistency of the site soils, stable slope cuts to provide adequate global stability can be steeper than WSHA standards in areas that are not considered confined spaces. Excavations into the native glacial till soils on the site that will not result in WSHA regulated confined spaces can be cut to an inclination of 0.5:1. Some raveling of the gravel and cobbles exposed on the slope surface may occur at an inclination of 0.5:1. Due to the potential for raveling to occur, and to prevent erosion, the slope face should be covered with durable plastic sheeting. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 5.4 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the existing organic -free native soils, or on new structural fill placed above the existing site soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing fill and/or disturbed native soils observed in the upper 1.5 feet of the site are in a loose condition and contain enough organics that they will not be suitable for support of new foundations. Prior to construction these unsuitable soils should be removed from under new foundation areas. Ages Engineering, LLC Page 7 253-845-7000 Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 300 pcf 'Details regarding the use of these parameters are provided in the section above. 5.5 Slab -On -Grade Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the Site Preparation and Grading section of this report, the existing organic -laced soils observed in the upper 1.5 feet of the site will not be suitable for support of the floor slab. Prior to construction, these existing organic soils should be removed from under planned slab -on -grade floor areas. hnmediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the Ages Engineering, LLC Page 8 253-845-7000 sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.6 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wall. We recommend that wall drainage consist of a minimum 12 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch wide drainage layer placed against the back of the wall can be replaced with a Mirafi G 100N Drainage Board, or an approved equivalent. If drainage board is used, the 4-inch perforated PVC pipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel. With wall backfill placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be included. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral Toads. Values for these parameters are provided in the "Foundations" section of this report. Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pcf Earth Pressure Restrained Additional 100 psf Earth Pressure Surcharge Dependant upon magnitude *Details regarding the use of these parameters are provided in the section above, Ages Engineering, LLC Page 9 253-845-7000 5.7 Storm Water The storm water collected in the roof and foundation drains should discharge off of the site to the existing storm water system adjacent the site. 5.8 Permanent Slopes and Embankments All permanent cut and fill slopes should be graded with a finished inclination of no greater than 2:1 (Horizontal:Vertical). Upon completion of grading, the slope face should be appropriately vegetated or provided with other physical means to guard against erosion. Final grades at the top of the slope must promote surface drainage away from the slope crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. If it is necessary to direct surface runoff towards the slope, it should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe. All fill used for slope and embankment construction should meet the structural fill requirements described in the Site Preparation and Grading section of this report. In addition, if new fills will be placed over existing slopes of 20 percent or greater, the structural fill should be keyed and benched into competent slope soils. 5.9 Site Drainage Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structures. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeters, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structures. Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundations. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. Ages Engineering, LLC Page 10 253-845-7000 6.0 ADDITIONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of Vitaliy Mikshanskiy and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring„ testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering, LLC Page 11 253-845-7000 . 1Sinh1'! ifs f t(I •4 l.111 t r. . .7tq Approximate Site Location !111,4%, .r r424v r.1r• Ages Engineering, LLC P. O. Box 935 Puyallup. WA. 98371 Main (253)845-7000 www.agesengineering.com Site Vicinity Map Mikshanskiy Short Plat - Tukwila 55xx S. 149th Street Tukwila, Washington Project No.: A-1402 March 2018 Figure 1 KEY: APPROXIMATE LOCATION OF TEST HOLE TH-1 Ages Engineering, LLC P. O. Box 935 Puyallup. WA. 98371 Main (253) 845-7000 www. agesengineering. com Exploration Location Plan Mikshanskiy Short Plat - Tukwila 55xx S. 149`h Street Tukwila, Washington Project No.: i\-1402 March 2018 Figure 2 Qls Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www. agesengineering. com Tp Geologic Map Mikshanskiy Short Plat - Tukwila 55xx S. 149th Street. Tukwila, Washington Project No.: A-1401 March 2018 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Tukwila Short Plat Tukwila, Washington On March 27th, 2018 we explored subsurface conditions at the site by excavating two hand -augured test holes to a maximum depth of 3.0 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. The test hole logs are presented on Figure A-2. A geotechnical engineering representative from our office conducted the field exploration, maintained a log of each test hole and, classified the soils encountered, collected representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. A-1402 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SY1%1BOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% Of Coarse Fraction Retained on No. 4 Sieve GRAVEL WITH < 5 % FINES GW Well -Graded GRAVEL GP Poorly -Graded GRAVEL GRAVEL WITH BETWEEN 5 AND 15 % FINES GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL WITH > 15 % FINES GM Silty VEL GC ClayeyGRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve SAND WITH < 5 % FINES SW Well -Graded SAND SP Poorly -Graded SAND SAND WITH BETWEEN 5 AND 15 % FINES SW-SM Well -Graded SAND with silt SW -SC Well -Graded SAND with clay SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay SAND WITH > 15 % FINES SM Silty SAND SC Clayey SAND FINE GRAWED SOILS More than 50% Passes SILT AND CLAY Liquid Limit Less than 50 ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit 50 or more MH Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve, Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.corn Unified Soil Classification System (USCS) Milcshanskiy — Tukwila short Plat 55xx s, 149Th Street Tukwila, Washington Project No.: A-1402 April 2018 Figure A-1 Ages Engineering, LLC P.O. Box 935 Puyallup, WA. 98371 Office (253) 845-7000 DATE: March 27, 2018 Test Hole TH-1 LOGGED Bv. BPK ELEV Depth (feet) Soil Description Notes Other 0 r t%7i1S'ii +l INLS: topsoil and silty sand with gravel, wet, loose. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) 5 — Gray silty SAND with gravel, dense, moist. (SM) (Glacial Till) Test Hole terminated at a depth of 6.0 feet below surface grades due to an obstruction. Light groundwater seepage encountered at 1.5 feet. u.k] I._ March 27, 20 18 Test Hole TH-2 LAGGED BY BPK Depth (feet) Soil Description Notes Other 0 5 FILL/DISTURBED NAo ti q gate gravel, wet, loose. Brown mottled reddish -orange silty SAND with gravel, medium dense, moist. (SM) (Weathered Glacial Till) Gray silty SAND with gravel, dense, moist. (SM) (Glacial Till) Te.t Hole terminated at a depth of 6.0 feet below surface grades due to an obstruction. Light groundwater seepage encountered at 1.5 feet. Figure A-2 Pruject No.: A-1402 City of Tukwila Department of Community Development June 13, 2019 CARY LANG 2981524AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0139 SUMMIT VIEW LOT #9 - 5530 S 149TH ST Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMI 1 I ALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. The site plan shows the lot with a slope of around 8 to 10 feet. Elevations show lot level with dimensions from a level lot surface. Provide elevations showing the sloping grade and identify the average grade plan at a point 6 feet around the house. The allowable height shall be measured from the average grade plan to the mid -section of the roof between the top wall plate and roofs peak. 2. With the sloping lot as indicated above, this shall also impact the design of foundation and crawl space. Provide clarification and show stepping foundation as and where it applies on the elevations and foundation plan. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • I. Applicant must apply for a Tree Permit. Application can be found here: http://www.tukwilawa.gov/wp- content/uploads/DCD-A pps-Tree-Perm it. pdf. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. 1. Verify if submitted site plans and building plans match for this Building permit. 2. Site plan shows no gravel strip along the proposed driveway with no dispersion system for downspouts the foundation drain. Provide a dispersion system per the 2016 King County Surface Water Design Manual or justify. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 411 3. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless 4reement to be prepared by Public Works. Agreement will be recorded at King County, after Mayor signs the document. (Submit signed agreement at least ten (10) days prior to expected Public Works final inspection for this Building permit, as City must have time to process this document). Owner shall pay all King County Recording fees. 4. Owner shall sign with Notary, a Sanitary Sewer Agreement Joint Side Sewer & Hold Harmless Agreement. Public Works will prepare the document and has a Notary available at the Public Works counter. Owner shall pay all King County Recording fees. 5. Owner shall complete and record at King County Recorder's Office a 10' Private Sanitary Side Sewer Easement. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Since ely, aweet 6), Kandace Nichols Permit Technician File No. 0I9-0139 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Return Address: City of Tukwila City Clerk 6200 Southcenter Boulevard Tukwila, WA 98188 Above this line reserved for recording information. SANITARY SEWER AGREEMENT RECEIVED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER Joint Side Sewer & Hold Harmless Agreement (D19-0138 / D19-0139) Reference # (if applicable): Grantor: Grantee: Beneficiary: Legal Description/STR: Assessor's Tax Parcel ID#: N/A Cary Lang Construction, Inc. Cary Lang Construction, Inc. City of Tukwila Portion of SE '/4 of the NW 'A, Sec. 23, T23N, R4E, W.M. 808860-0045 / 808860-0047 LEGAL DESCRIPTIONS Parcel 1 Lot 10, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. Parcel 2 Lot 9, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. This Agreement made and entered into this day of , 2019, by and between the GRANTOR, Cary Lang Construction, Inc., a Washington State Corporation, owner of Parcel 1, and their heirs, successors and assigns and GRANTEE, Cary Lang Construction Inc., a Washington State Corporation, owner of the Parcel 2 and their heirs, successors and assigns. Hereinafter referred to as the GRANTOR and the GRANTEE respectively. WHEREAS, the GRANTOR and the GRANTEE have requested a variance to Tukwila City Code 14.12.150, for the establishment of a single side sewer to service two buildings; and Joint Sanitary Side Sewer Agreement Page 1 of 4 bi'i- O!3'# WHEREAS, the City of Tukwila has granted this variance conditioned upon the recording of a joint side sewer and hold harmless agreement between the GRANTOR and the GRANTEE, owners of Parcels 1 and 2 as described above; and WHEREAS, Parcel 1 and Parcel 2 share a common side sewer located within the City Right -of -Way of S. 149th Street, and WHEREAS, Parcel 1 and 2, have the potential to impact the flow of wastewater from the structures located upon both parcels, such that damages may result to either parcel from the other. The GRANTOR and the GRANTEE do hereby agree as follows: JOINT SIDE SEWER The GRANTOR and the GRANTEE shall be solely responsible for the maintenance and repair of the sewer line running from the structures on their parcels to the joint hookup connection, located within the City Right -of -Way of S. 149th Street. Site location map with sketch of sanitary side sewer is attached as Exhibit 'A', incorporated herein by this reference. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for the maintenance, operation, and repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. Both the GRANTOR and the GRANTEE shall be jointly responsible on an equal 50/50 basis for damages that may occur upon said properties due to improper maintenance, operation or repair of the shared side sewer lateral that extends sewer service from the City of Tukwila's sanitary sewer main to and including the joint hookup connection of the two parcels' private side sewers. The GRANTEE and the GRANTOR shall have the right to establish a backwater valve upon their private individual side sewer to protect against sewage backups. This Section is an appurtenant to this Agreement and shall run with the land; and the terms thereof shall be for the benefit of the GRANTEE, GRANTOR, its heirs, successors and assigns, and shall be binding upon, GRANTEE, GRANTOR, its heirs, successors and assigns. HOLD HARMLESS The GRANTEE agrees to hold harmless, indemnify and defend the CITY OF TUKWILA, its officials, members, employees, and agents from all liabilities, penalties, costs, losses, damages, expenses, causes of action, claims, demands, or judgments, including, reasonable attorney's fees, arising from or in any way connected with properties. Furthermore, GRANTEE agrees to indemnify, hold harmless and defend the CITY OF TUKWILA from and against any liabilities, penalties, costs, losses, damages, expenses, causes of action, claims demands or judgments, including, reasonable attorney's fees, arising from or relating to any third party claim which challenges GRANTEE'S and GRANTOR'S right to execute and deliver this Agreement. Joint Sanitary Side Sewer Agreement Page 2 of 4 THIS AGREEMENT is given without cash consideration and is for the purpose, of legally establishing an understanding for the use of a single side sewer to serve two parcels. THIS AGREEMENT shall be a covenant running with the above -described real properties and burden said real estate, and shall be binding on the successors, heirs and assigns of all parties hereto. IN WITNESS WHEREOF, said individual has caused this instrument to be executed this 2-3 day of ) veve , 2019. Authorized Signature STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before,ne, and said person acknowledged that ashe signed this instrument, on oath stated that she was authorized to execute the instrument and acknowledged it as the 1/Li I-t.J2-1, 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 Summ rk4rriettl Notary Public in and for the State of Washington residing at I Lg. 1071 My appointment expires 10— n- 2,01.61 Joint Sanitary Side Sewer Agreement Page 3 of 4 501'29'10"W 140.00' EXHIBIT 'A' - SIDE SEWER SITE PLAN 587.44'50"E 59.30' LOT 10 " SIDE SEWER SS N87.44.50"W 59.05' S87°44'50"E 63.00' LOT 9 10' PRIVATE SIDE SEWER & STORM DRAIN EASEMENT N87°44'50"W 63.00' a kigni S7REET fr) N 0 Cr EXISTING 8" SANITARY SEWER 0 EXISTING 6" SIDE SEWER STUB HORIZONTAL GRARHIC SCALE 20 :p 0 to 20 1 Inch = 20 ft. After recording return document to: Cary Lang Construction, Inc. 29815 24th Ave. SE Federal Way, WA 98448 RECEIVED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER PRIVATE STORM DRAINAGE AND SANITARY SEWER EASEMENT AND MAINTENANCE AGREEMENT GRANTOR: Cary Lang Construction, Inc. (Owner of Lot 10, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington.) GRANTEE: Cary Lang Construction, Inc. (Owner of Lot 9, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington.) Grantor Legal Description Lot 10, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. Grantor - Assessors Tax Parcel No. 808860-0047 Grantee Legal Description Lot 9, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. Grantee - Assessors Tax Parcel No, 808860-0045 THIS EASEMENT AGREEMENT is made and entered into by and between the undersigned owner (grantor) in fee simple of the land described herein. And is for the benefit of the Grantee. For and in consideration of the mutual covenants, an agreement hereinafter expressed and other good and valuable considerations, in hand paid, receipt of which is hereby acknowledged, the parties hereto agree as follows: 1. The owner (Grantor) of the above described land does hereby define, grant and convey to the present and future owner(s) (Grantee) of the land described as follows: b o/31 An exclusive perpetual Storm Drainage and Sanitary Sewer Easement over, across, along in upon and under that portion of said Grantor's land described as follows: A STRIP OF LAND LYING WITHIN THE SOUTHERN MOST 10 FEET OF THE FOLLOWING DESCRIBED PARCEL; THAT PORTION OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 23, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY WASHINGTON, DESCRIBED AS FOLLOWS: Lot 10, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. 2. This easement is for the sole purpose of the construction, use and maintenance of a Storm Drainage System and Sanitary Sewer, together with the right of ingress and egress for said construction, use and maintenance. 3. Grantee shall install said Storm Drainage System and Sanitary Sewer at their sole cost and expense and shall continue to maintain and shall continue to bear all cost of repair and maintenance or repair of said Storm Drainage System and Sanitary Sewer. 4. Grantee shall hold Grantor harmless from and against any and all claims which may be made against Grantor arising out of the installation, operation, maintenance or repair or said Storni Drainage System and Sanitary Sewer. 5. The herein easement and agreement may be amended only with the written agreement of the Grantee herein. This easement agreement shall run with the land and shall be binding on all parties having or acquiring any right, title or interest in the land descried herein or any part thereof. It is the intent of the GRANTOR that this agreement shall not be extinguished by the doctrine of merger. • IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 2S2 day of T"' ' , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I. certify that I know or have satisfactory evidence that i --4 is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the 0 (,.t_. -frif,-L 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 M. (A-1 ( 9 ,d/i7t _1- rkti/tA/./11-4.., Notary Public in and for the State of Washington residing at LJA 7 My appointment expires 1 t, 1 / (Z- WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 RECEIVED CITY OF TUKWILA JA 2 8 2019 PERMIT CENTER Grantor: Cary Lang Construction, Inc., a Washington State Corporation Grantee: The City of Tukwila, a Washington municipal corporation Legal Description (Abbreviated): A Portion of the SE1/4 of the NW 1/4, Sec. 23, T. 23 N., R. 4 E., WM. Full Legal Description: Lots 9 and 10, Summit View Addition to Tukwila, according to Plat recorded in Volume 17 of Plats, Page 68, in King County, Washington. Subject to Easements, Restrictions, Exceptions, and Reservations, if any. Assessor's Tax Parcel ID Numbers: 808860-0045 / 808860-0047 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between Cary Lang Construction, Inc., a Washington State Corporation, ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described above. WHEREAS, a portion of the Property contains sensitive areas and the Property is adjacent to sensitive areas of potential geologic instability (potential slide areas). WHEREAS, as a condition of the issuance of construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. WHEREAS, Grantor assumed this obligation in order to obtain said Building permit approvals under permit nos. D19-0138 and D19-0139 for the Property. Page 1 of 4 DIci 0/39 WHEREAS, Grantor has performed a geological report, prepared by Ages Engineering, LLC, dated April 6, 2018. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained -for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described on page 1 of this agreement. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. Page 2 of 4 IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 2g day of J,ve , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath tated that he was authorized to execute the instrument and acknowledged it as the 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 il,(AfLiZ Urf oF ‘AIN5 Notary Public in and fo residing at My appointment expires tO Page 3 of 4 DATED this day of , 2019. GRANTEE: CITY OF TUKWILA Mayor Attest/Authenticated: Approved As to Form: City Clerk City Attorney STATE OF WASHINGTON ) ) ss. County of King On this day of , 2019, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Allan Ekberg, known to me to be the Mayor of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. print name Notary Public in and for the State of Washington residing at My appointment expires Page 4 of 4 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0138 / D19-0139 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 149th Street and adjacent to 5528 S. 149th Street & 5530 S. 149th Street. Abbreviated Work Description: Work within the City Right -of -Way, including driveway accesses, traffic control, water services, storm drainage, undergrounding of power and utilities, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 7 day of ,2019. STATE OF WASHINGTON) )ss. County of King Authorized Signature / Grantor 0.2 _ I certify that I know or have satisfactory evidence that CA-4 is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Pres; / 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 7- 9-D"/ 67 residing at 3g1.3 S 35N/ My appointment expires 5 DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: day of \ 1_ ,2019 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. 1N WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. A :U /ili (t vh11NA9 tit © ',WASr��.� O 4pTAI.j. 1,,� i s .• a i Air .... ,(ALc-&a Ldi,JL-e Name: /1CGCtr'r-e /' NOTARY PUBLIC, in and for the State of Washington, residing at A My commission expires: 0 PERMIT COULD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0139 PROJECT NAME: SUMMIT VIEW LOT #09 SITE ADDRESS: 5530 S 149TH ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 06/28/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: piu,C.. -7 -?'1 Building Division Df(\ Public Works 5- Fire Prevention Structural Mnn ng Divis Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 07/02/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: St-e- -fira.L. 4 Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 07/30/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: BtdgD Fire Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0139 DATE: 04/24/19 PROJECT NAME: SUMMIT VIEW LOT #9 SITE ADDRESS: 5530 S 149TH ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: .,\ DR- i"uilding Division Putl ic ork(SAI tpcli °\ AW Fire Prevention Structural NA(/) Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/30/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 05/28/19 Approved with Conditions Denied (ie: Zoning Issues Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: tR-1 Departments issued corrections: Bldg Fire D Ping PW Staff lnitia 12/18/2013 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 6beb? Response to Incomplete Letter Response to Correction Letter # Revision # after Permit is Issued Plan Check/Permit Number: ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: .Su I,,_JLEA— q Project Address: 5J J © `' ) Lie( 16- s 7- Contact Person: Summary of Revision: !`r, �eL> q v e r- a Z-eJ i - v c rbi RECEIVgD CITY OF TUKWILA JUN282019 PERMIT CENTER Tf4- Phone Number: r4 `La 6 y2-3 cc6S tZdo l-,42“} S (% p p [4 (p WI 4— m i- al e pf t vccr -e 5- 2;ln Sheet Number(s): "Cloud" or highlight all areas of revision including d i to of revision Received at the City of Tukwila Permit Center Entered in TRAKiT on 1.0 - 2 �� 9 /J aaf /ess�S re_Q N W:\Pernit CenierlTemplatesTorms\Revision Submittal Form. doc Revised: August 2015 C:*xx of Tukwila Department mfPub/kWorks 63OOSouthcenterBoulevard, Suite #1UO Tukwila, Washington 98188 Phone: 206'433+0179 Fax: 206-01'3665 Web site: http://www.TukwilaWA.Rov Parcel No: 8088600045 Applicant: SUMMIT VIEW LOT #9 WATER METER INFORMATION Permit Number: D19-0139 Issue Date: 7/22/2019 Permit Expires On: 4/15/2020 DESCRIPTION OFWORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE INCLUDING DISPERSION, WATER METER W/SERVICE LINE, SANITARY SEWER INCLUDING JOINT SEWER USE, DRIVEWAY ACCESS, RETAINING WALL DRAINAGE, PAVEMENT CUT AND REPLACEMENT, TRAFFIC CONTROL, STREET USE, AND VNDERGnOUND/NGOFPOWER. METER#2 METER #3 Water Meter Size; z^ Water Meter Type: P[Kw1 Work Order Number: 21940115 Connection Charge: $100.00 g0�00 $0.00 Installation: g950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn onFees: $50.00 $0.00 $0.00 Subtotal: Cascade Water Alliance (RcFc: TOTAL WATER FEES: $7,541,00 Home [,;spanol ContAct. 0 Search L&I Safety 64 Health Claims & Insurance Washington State Department of Labor & industries -. NY --+, , -•---4--4 A-Z Index Help My Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training /7t.pnt Not allowed to have apprentices. License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&1 Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 Received by L&I Effective date Help us improve 08/09/2018 09/10/2018 Expiration date 09/10/2019 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& Tax debts No L&l 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 vlolations during the previous 6 year period. Workers' comp Public Works Requirements orkplace safety and health Washington Stale Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve EIUILDING:CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 NTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD 15 PSF FLOOR LIVE LOAD • 40 PW FLOOR DEAD LOAD • 15 PSF WIND LOAD 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. 11 TYPE: V OCCUPANCY GROUP: R-3 DEEM CRITERIA: TABLE R3012(1) GROI9VD SNOW WIND DESIGN SEISMIC DESIGN CAS SUBJECT TO DAMAGE FROM WINTER DES04 TEMP. ICE SHIELD ICE RUDER- LAYMENT HAZARDS AIR FR'EUM Nm MEAN ANMJAL TEMP SPEED TOPOGRAPHIC SPECIAL WIND illNR-BOIL WEA FRO8T LINE TERMITE LOAD (1PH) BFECTS REGION S ZONE DEPTH REOUIFSP SLIGHT- so 50 25 10 OV02 MOD NB 11 NO oMaL JURISDICTION ADDITIONAL REQUIRED %WITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TiME OF PERMIT SUBMITTAL: Mm. JOT. DESIGN AND LAYOUT iF APPLICABLE (FROM MANUFACTURER) MFG, TRUSS DESIGN AND LAYOUTS (PROM MANUFACTURER) 8139 GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEAPJW3 OF ISM PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMLI M CCMPfESSNE STRENGTH (VO) AT 28 DAYS TTFE OR LOCATIONS OF CONCRETE CONSTRUCTION MODERATE UEATHERJt'Ys POTENTIAL BABEMW SLABS 4 NTEWOR SLAB ON GRADE, EXCEPT GARAGE 2w pal FLOOR %LABS. ( NON-STRUCTURAL) BASEMENT UUALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER 3AW pat (54 to 1% air 6*dIrWW) VERTICAL CONMtE WOW, EXPOSED TO THE WEATHER POR:HES, CARPORT SLABS 4 STEPS DeCBEP TO hE t1EATHER 4 GARAGE FLOOR SLAB. 30M pal (5% to 1% air mitraffmw CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REIWOF!i i1N; STEEL TO COMPLY WITH ASTM A615 GRADE 60. UNO. (SEE STRUCTURAL) EQm=m BOLT HEADS AND NUTS BEARING AGANST WOOD TO BE PROVIDED WITH V4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/6' DIAMETER AT 5--0' OO. UNO. WITH MN. I' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TRSATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WiTH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC F2311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STANLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MiR CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. I8' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFM EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (13) 6 INCHES BELOW T14E TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 318 INCH PORTLAND CEMENT PAR:;ING APPLIED TO THE EXTERIOR OF THE WALL. THE PARSING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: L BITUMINOUS COATING. 2.3 POUNDS PER SQ YD. OF ACRYLIC MODIFIED CEMENT. 3, Va- COAT OF SURFACE -BONDING CEMENT COMPLYING WITH AST" C MI. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. S. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGiNG OF UNIT MASONRY WALLS IS NOT REQUIRED WARE A MATERIAL 18 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPRDOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOIFNG MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTEROR OF THE WALL. yW,aTERpROCFIW R4062 - N AREAS WHERE A HIGH WATER TABLE OR OTHER SEVEN SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH ,AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATE D FROM THE HIGHER OF (a) THE TOP OF T14E FOOTING, OR (b) C. INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED N ACCORDANCE WITH ONE OF THE FOLLOWING, L 2-PLY HOT -MOPPED PELTS. 2. 55 POUND ROLL ROOFING. 3. 6-MIL POLYVNYL CHLORIDE. 4. 6-MIL POLYETHYLENE 5. 40-MIL POLYMER -MODIFIED ASPHALT. 6.60-MIL FLEXIBLE POLYMER CEMENT. 1. Val CEMENT -BASED, FIBER-REW !FORCED, WATERPROOF COATING. a. SO -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH A$ HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORT MATERIAL USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGNN SS TO SEAL ICF WALLS IS PERMITTED. COLD-SETTItNG ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44%, HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'11`. ALL JOINTS N MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH T14E MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WTHN CRAW. SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MNIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES IF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. DRAEMtgemn 4'( r- DRAFTSTCMM M02.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPNG SHALL BE PROVIDED it FLOOSUCEILiNG ASSEMBLIES UNDER THE FOLLOWING CIRCU9STANCES, 1. CEILING iS SUSPENDED UNDER THE FLOOR FRAMING, 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN-W1E5 OR PERFORATED MEMBERS. ORAFTSTOPPNG SHALL CONSIST OF MATERIALS LISTED N IRC SECTION R302.121. HWR.' ES OCKM Rm ii N COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO POW AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKNG SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING; LOCATIONS: 1. N CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS, U. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEiLNGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION FOAM-1 (V2' GUS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIRESLOCKNG OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R003.1% 6. FIREBLOCKNG OF CORNICES Or A TRW -FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKNG SHALL CONSIST OF MATERIALS LISTED N IRC SECTION R302JIJ LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIFEBLOCKS SHALL BE MANTANED. GENERAL ALL NAILNG TO COMPLY WITH REQUIREMENTS OF IRO TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R10235 MINIMUM THICiWESS AND APPLICATION OF GYPSLM BOARD TAMS R10239 N CF GYP81M ORWNTATICN OF GYP&JM MAXMtM SPACING GP MAXit'aM BPAOMG OF lum" ERB CAgCFE>8) BOARD OR APPLICATION BOARD OR FRAMM SIZE OR NAILS FOR APPLICATION NMLB uVo adFgalva SCF£UB GYP81M PMEi. PIE7DUCi8 GYFV.M PANEL PRODUCTS TO EMBER CflB 040MAMM TO W OD PRAMRYa CEILING FERPMOICULAR 16 1 D B *ASP. 1-114' LONG, IY64' HEAR, 0~ DLA. 1414- LONG, A "ZAR- RINSED, OR 4d COOLER NAII , 0080- VIA. 1-3/8' LCNG, 1/32' NEAR. WALL EITHER WRECTION 16 8 16 CEILING EITHER DIRECTION 1. 1 12 B GAGE, 1-1/6' LON+, W&V HEAD 0~ DIA. I-V4' LONG, A?#41 AR- RPI GED, OR ad COOLER NAIL, *A** DIA, "JW LONG, 0164' HEAD, CEILINGS WALL FERPiaNDiQW.AR ETHER OIf''IECtiON 24 24 1 a D D �. ORGYP&M BOARD NAIL, 0965' DIA. I -VS' LONG, WW HEAD. WALLI ETHER DIRECTION 16 8 16 CEILW S EITHER DIRECTION 1+ 1 12 B GA .1-ef8' LOH$18/64' HEAD, MARS DLA. 1-3/a' LONG, - CEILING FEFd'�7DidU.A,R 24 t 12Ra4WV OR 6d COOLd¢ NAIL, 0`"l DIP, 1-1/a' LONG, V4- H IS AM OR B• 1- 4' X At 1-1/a' LONG ad COATED: NAILS OR EOUNN.ENr DRYWALL SCREIak 3ENISATH PERPENDWUA ax 24 6 6 6cpmm SHALL COMPLY WIN SECTION R1023a1 RABLE .:. WALL ETHER DIRECTION 24 a D -S)8' HEADi 0Db' DIP, WALL EITHER RIRECiTaN 1 16 RIMED OR 6d COOLER NAIL. CAM' DW. I-1W LONG, VW HEAD, OR APPLICATION WnW ADHESIVE CEILING PEFW04PICULAR I6 V, 16 UVE AS ABDVS POR.3f8' GYFBIFI BOARD AND GYPSM PANEL W3' PRE, WALL ETHER DgRECTICN E W 24 CEILING EITHER DIt4ECTICN 16 16 W IW OR 5/8' SAP£ AS ABOVE FOR 112' AND "' GYPSU'100AFO AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PEF44MICLLAR 24 D ib WALL EITI-M DIRECTION 24 16 24 TWO CEILING PERPENV ICULAR IS 16 16 BABE PLY NAILER AS ABOVE GYPStIM BOARD AND GYPSUM 3/6 LAYERS WALL EfiHER RIRECttON 24 24 24 PANEL PRODUCTS, PACE ILLY INSTALLED WIN ADHESIVE FASTENERS ALL NAILS SPEGFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' 014., 2-W' LENGTH), Sd BOX (0.113- DIA, 2-1/2' LONG), 10d COMMiON (0.148- DIA, 3- LONG) 10d BOX (0.128' DIA, 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), Ibd SINKER 1'0.148 DiA, 3-1/4' LONG) 5d COOLER (0.086- DIA, 1-5/8' LONG ), 6d COOLER MOS2' DIA, 1-1/8' LONG) LUMBER ClEAQES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF LLWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: 2X4 WOOD TYPE. HF 42 - Fb.850 pal, Fv-15 pet, FO.1300 pat, E-1200000pat 2X6 OR LAR"xER HIP 02 - Flo-" pat, Fv15 pet, FC-LAW pet, E-1200000pa1 4X DF-L 02 - Fb-900 pat, Fv-95 pal, Fo.1350 pal, E-1600000pat 6X OR LARDER DF-L •A - Fb•815 pet, Fv-SS pal, Fc-600 pet, E-1500000pef STUDS 2X4 HF 02 - Fb.850 pal, Pv.15 pet, Fc-1300 pat, E-1200000pa1 2X6 OR LAIRSER HF n - Fb-850 psi, Fv-15 pal, Fc-1300 pal, E.1200000pat J3�7$ 4X4 W 02 - Fb.900 pet, Fv-95 pet, Pc-1350 pat, E-1600000pet 06 OR LARGER H Ic 01 - Fb-900 pat, Fv.95 pal, Fe-1350 pal, E•160000OP61 6X6 OR LA,RaER DF-L 01 - Fb-100 pet, N-SS pet, Fc-415 pal, E-1300000pe1 6X6 OR LAWAR DF-L r2 - Fb-100 pat, Fv-85 pal, Fc-41S pal, E-1300000pa1 GLUED -LAMINATED BEAM (GLB) SHALL BE 241F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTNUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MNIMUMPROPERTIES: Fb - 2AOO PSI, PV - I" PSI, Pc - 650 PSI (PERPENDICULAR), E - iA OOW PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION N ACCORDANCE WITH THE LATEST iCC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb . 2,900 PSI, Fv - 290 PSI, Fr. • 150 PSI (PERPENDICULAR), E - 2000/D00 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MNIIMUM PROPERTIES: Fb - 2,600 PSI, Fv - 285 PSI, FO • 150 PSI (PERPENDICULAR), E - 1,900/D00 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb - 1100 PSI, Fv - 400 PSI, Fc - &SO PSI (PERPENDICULAR), E - 1,11,M)O 0 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM - L/480, FLOOR TOTAL LOAD MAXIMUM - L/240. PIiEFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED N THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED? BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARNG WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSGN STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MNIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON 0 6' O.C. O PANEL EDGES AND 12' O.C. N FIELD UAO. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24fl6 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T43 RATED (40/20) SHEATHING;, UNLESS OTHERWISE SPECIFIED. MNIMUM NAILING SHALL BE Sd COMMON AT 6' O:C. 6 PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FNISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE NSTALLED AT ALL OF THE FOLLOWN G LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION Or CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO* WALLS, WITH PROJECTING; LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF NTERSECTIONB, 1. AT BUILT-N GUTTERS. PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE NSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN -INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION NSTRUCTICN8 SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WNDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REOIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 80 FT. MINIMUM OPENING AREA, ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SOL FT. EXCEPTION, GRADE FLOOR OPENNGB SHALL HAVE A MiN. 50 SQ. FT. MNIMUM OPENING HEIGHT, THE MrK NET CLEAR OPENINGS HEIGHT SHALL BE 24 NO -ES. MINIMUM OPENING WIDTH, THE MN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXf"IU M SILL HEIGHT, WHERE A WINDOW 16 PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44- ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023, SAFETY GLAZNG SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R3084 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIONG, 4 81FOL.D DOOR ASSEMBLIES PER IRC SECTION R3084.1. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION R30842. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SR Fr, THE BOTTOM EDGE iS LESS THAN 18' ABOVE THE FLOOR THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 36, MEASURED HORIZONTALLY AND N A STRAIGHT LINE OF THE GLAZING PER IRC SECTION R30843. 4. GLAZING N GUARDS AND RAILS PER IRC SECTION R3MA4. S. GLAZING N WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTANNG OR FACNG HOT TUBS, :SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60, MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION R30845. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN L 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRO SECTION R3084b. S. GLAZNG ADJACENT TO THE BOTTOM STAiR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WIT14N A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM '!TREAD NOSING PER IRC SECTION R30841. twilmmim , MC318 aTlad R302.10 FLAME BPRBAD INDEX AND SMOKE.DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE iN ACCORDANCE WITH SECTIONS R302.10.1 THOUGH R302.105. R3=JV.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR-CEILNG ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPFSAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: L WHERE SUCH MATERIALS ARE NSTALLED N CONCEALED SPACES, TH£ FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED N SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FNISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT 18 NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CANNLC 51022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED N THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.1 WHERE TESTED IN ACCORDANCE WITH CAN/ULC S1022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE MQURED TO BE TESTED IN ACCORDANCE WITH CANAULC 61022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R-1=103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FiBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS MOO AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WiTH CPS-- 16 CM PARTS 120e AND 1404. 18302.10.1 EXPOSED ATTiC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE N ACCORDANCE WITH ASTM £ S10. CONTROL EXTERIOR JOINTS AROUND WNDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENNGS SHALL BE SEALED, CAULKED, GASKETED OR tLEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R1021 VAPOR RETARDERS CLASS I OR If VAPOR RETARDERS ARE REOUIRSD ON THE INTERIOR SIDE OF FRAME WALLS iN CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: L BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL- 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R1021.1 CLASS III VAPOR RETARDERS CLASS iiI VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS IN TABLE R1021.1 IS MET. THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING; OR A TESTED ASSEMBLY. THE FOLLOWING; SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS 11, KRAFT-FACED FIBEIOLASS BATTS. CLASS III, LATEX OR ENAMEL PANT. R10213 MNIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES Or THiS SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MNIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VNYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R10330A 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED N TABLE R10384. 3. OTHER APPROVED VENTED CLADDINGS. WSEC PAT02A AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R40244. R402.4.12 TESTING; THE BUILDING OR DWELLUYs UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR EXCHANGES PER HOUR POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL N THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED N OR ON CEILINGIROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT CAN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. US. -!ERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING; EQUIPMENT. WHERE A GAS -FIRED LNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED N THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR CAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED N ACCORDANCE WITH WSLI RS-33, USING T14E MAXIMUM DUCT LEAKAGE RATES SPECIFIED N 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SiGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING; 2015 WSEC SEC. R4024 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRICTED TO LIMIT AiR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R4024.1 THROUGH R40244. RODENT PROOF1Wa: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON ORAN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS V2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS N OR ON BUILDINGS U44ERS OPENINGS HAVE BEEN MADE N WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJONNG STRUCTURE 312.123 TUB WASTE OPENW .4 IN FRAMED CONSTRUCTION TO CRAW- SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF ,APPROVED METAL COLLARB OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 112 OF AN NCH IN THE LEAST DIMENSION. WATER HAMMER, (209.IC(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK-ACTWNG VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTERS) TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES N ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. LIGHTING; EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS N PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDNG WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMNATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEMU ED AT THE CENTER OF TREADS AND LANDINGS. T14EM SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RTERS. EXCEPTION, A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R3038 IRO REVIEWED EXTERIOR STAIRWAYS SHALL BE PROVIDED WiTH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STA E COMPI STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING EXTERIOR STAIRWAYS PROVIDING At CES's PROV A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT T BOTT LANDING OF THE STAIRWAY. MIMILLIKIrm AMM AIUMA JUL 19 ; PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: I. NOTCHING. ANY STUD N AN EXTERIOR WALL OR BEARWN G PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO DE I " NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONSEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH �� IN EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BOND OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN % INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED N THE SAME SECTION AS A CUT OR NOTCH, STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRLLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MOIRE THAN TWO SUCCESSIVE DOUBLED 81UD8 BORED. SEE FIGURES R&02A(U AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLNG AND NOTC 4NG OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR NTERiOR LOAD-SEARNG WALL, NECESSITATING; CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND 1-1/2' NCHES WiDE SHALL BE FASTENED ,ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVNG A MNIMUM LENGTH OF 1-1/2' NCI.ES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MNMUM OF 6 NCHES PAST 744E OPENING. SEE FIGURE R602A.1 EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. RECEIVED CITY OF T UKVVILA APR 2 5 2919 PERIM IT CEiNTER L Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout .any municipalities. The purchaser must verify compliance with all local applicable building codas where the home 3s to be constructed. 3. Purchaser should have plans re wed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a Lalified designer, "hi - tor atructuml engineer. Plan No: L2-2802.3L Date: 2015 VENTILATION fREQUIfRE�IENT6 t } _ VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% t NOT MORE THAN 50% OF REQUIRED VENTS SHAWL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATICN PROVIDED BY EAVE VENTING. PER IRC W61 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRAP OF RAN OR 8NOW VENTILATING OPENINGS SHALL BE PROVIDED WTN CORROSION RESISTANT WIRE MESH, WITH Lb' MIN. ! yi MAX OPENINGS. F SAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MN I' SPACE BETUEEN INSULATION AND ROOF SHF-AT14NG a VENT LOCATION BAFFLING OF THE VENT OFENING.9 SHALL BE INSTALLED. BAFFLES SHAD. BE RIGID AND WD-DRIVEN MOISTURE RESISTANT. F PEAS15LE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING HUARD, TO A POINT W VERTICALLY ABOVE THE HEKsHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL NSULATICK (ALL CALCULATIONS WILL BE NET FREE AREA) UFFER2 ROOF: (AREA 1) 1,611 SQ FT. CF ATTIC ARE - SDI SR FT. NQM UPPER -57 15W OF VENTILATION REQUIRED (802 SQ. INCHES) - AF50 ROOF VENTS. (50 t K PER VENT) UPPER VENTS . 401 Sq. h (9 AF50 VEINS) N47€ SAVE VENTING PROVIDED BY l4)-2 VS' DIAMETER LOWER VENTS . 401 Sq. h 'BIRD HOLES' PER EAVE BLOCK 20 EAVE VENTS x 12' PER BLOCK - 240 Sq. Ht (d)-2 TV DIA HOLES . WJro Sq. la w/O MESH 4 050 VENTS x 50' MR VENT - 200 Sq. h NFA w/ MESH - 12' Sq. h PER BLOCK LOWER ROOF - GARAGE- (AREA 2) 252 SQ Ft. OF ATTIC - 04 SQ FT. OF VENTILATION REGURED (121 SQ. INCHES) UPPER VENTS - 61 Sq. h (2 AF50 VENTS) LOWER VENTS - 61 Sq. Ut 6 SAVE VENTS x 12' PER BLOCK . 12 Sq.11t OWER ROOF - COVD PORCH: (AREA 3) 444 Sa FT. Of ,'ATTIC AREAJ300 • U5 SQ. FT. NpT£: UPPER RDOF VENTING PROVIDED BY OF VENTILATION REOLIMD (22 SQ INCHES) COR-A-VENT ROOF-2-WALL VENT SAVE VENTS - II Sq, In l85 ea N PER LINEAL FTJ I SAVE VENTS x W PER BLOCK - 12 Sq. h UPPER VENTS - 11 Sq. h (CONT. ROOF-2-WALL VENT) 85 SR N X 2 LF(TRUSS BAYh rt SQ. N PER TRIES BAY it SQ N REQUIRED/ 11 SQ N- 1 BAY aeA-_m, tIM FAvP vPNTA) CONTINUOUS VENT. 5 SGL IN. NET 4TION AREA FOOT. CLEAR $LOT K AT OR NEAR THE TOP.) W� tricamAI HEATING EQUIPMENT ALL WARitM-AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACE$. LIAUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED N A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED N AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL Oa UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED N A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITNG FLAT (ABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, hFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUttREMEN78. A TYPE L V£NTNG SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT 11HERRE THE VENT PASSES THROUGH THE ROOF Or THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN t0' OF THE VENT. UTILITY ROOM NOTES/MAKE.UP AIR: 1. WHERE THE EXHAUST DUCT 16 CONCEALED WITHIN THE BUILDING CONSTRICTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPI2.MEANS. C r D - 100 SQ NOW TRANSFER GRILL PER IRC G243SA (614.6) AS AMENDED BY WASHINGTON STATE SEC. M1501 M1501A.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING N07 LESS THAN 50 afro AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 oft AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL I%W) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 aft AT OJO INCHES WATER GAUGE. M501,42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS 844ALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. _.... LI �� _� ►1 I► � .= _:•,� _.� ..�. , yr. ...-._,. ,_. _� IRLIN-TIt'M 251- 33% 509K 66% '1516 100% FACTOR 1 4 3 2 ID 1-3 IUD M19011 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL T .� MM rli LOG,4L_ T iEPi BE DESIGNED IN ACCORDANCE WITH THIS SECTION AM TWD-PP:AM= MLLWA MISO12 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M15013.1 THROUGH 1`1150133. M150'13.1 SYSTEM DESIGN EACH OU ELLNG UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M5013A, MB013.5, MISO13A OR MI5013'7. COMPLIANCE 10 ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. M150132 CONTROL AND OPERATION L LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY T1 E INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATB, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS T14AT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: SJ THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY-CONSt I NG APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL. TRIER INSTALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 5.6 51 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.0 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READ$ 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MISO132.1 OPERATION INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING NSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M15M33 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE MIU"Agi(I), EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE M1501330) IS MULTIPLIED BY THE FACTOR DETERMINED N ACCORDANCE WITH TABLE M150133(2). MMM323 WHOLE -HOUSE VENTILATION INTEGRATED WT14 A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORGED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUItEPENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. M150135J INTECsRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED W14OLE-HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MIS0133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL 14AYE AN OUTDOOR AIR INLET DUCT CONNECTING ATERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A PONT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT -BE CAMNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION MI5013.2. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M1501352_VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4, M15013ia3 OUTDOOR AIR INLETS. NLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET 18 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR INSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET, 6. ATTIC, CRAWL SPACES, OR GARAGES. MI501A LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE M501A. AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 afro INTERMITTENT OR 25 chn CONTINUOUS BATHIROOMS-TOILET R1Mg MECHANICAL EXHAUST LAUNDRY ROOMS CAPACITY OF 50 I ENT INDOOR SWIMMING 20cAn in CONTINUO OR 20 efm CONTINUOUS POOLS 4 SPAS 2M MAMX Q= QMIRLAM .HIND QFTIQM 2015 WSEC-. 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (ta, 3a, 5a, 5c - 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402A WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U-020 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-RID PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R40214. REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 84%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF E32% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEIWs SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOIJERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING 05 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 091 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER THEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF S5 THERMS OR 2=0 kUkl BASED ON THE SOLAR RATING: AND CERTIFICATION COIIOR ATION (SRCC) ANNUAL PERF-OIRMANCE OF OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 20 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. CITY OF T LIK'.'1ILA APR 2 5 2019 PEF.fvllT CENTER P �z V� J, G �D E7 REVIEWED FOR ODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verifp all dimenslone efore proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building des where the home is to be constructed. 3. Purchaser should have plansrevie,sed by a lic- ensed builder and struct- ural engineer for compli- dnce to spc.ifi. site con- itions. 4. These plans should not be uttered by other than a qualified designer, are - tect, or structural engineer. Plan No: L2-2802-3L Date: 2015 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION f. Contractor or builder must verify all dimensions before proceeding with construction 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a h._ ensed builder and struct— ural engineer for compli— ance to specific site con— dition.. 4. These plans should not be altered by other than a qualfffed designer, archi— tect, or atructuml engineer. Plan No: I L2-2802-3L Date:-� 6-6-19 30'-0' 13'-0i' . _ tfc'-1111' _ I. 3'-S, - 5,-34' I. 8'-5' 8'-1' L 5/0x4/01X Six S/0x4/0 XOX O O EGRESS in \ 1a' So TT INKS d Si 4 MASTER MASTED 5EaROOM VAULTED CEILING � m g'CBATH EF. - 1----------------- 9 6 S.D. iv ® L IN. I 0 3'-01j' '.'-11� I b,_ y�_g: 10'-61i' a 0 I � G O ET I i in -- o j. 1 in a' CLG. 1 �. _..,.. . ..... ......... . L I I a So CFM ® X ` �UT :o D s G. 2f234i/ t BP SEaROOM 2 1 a' CLG. e �+ hf.T.O �ww� s LI ® g `a . �+ LN lIOV (' m : '� I in BP i NOS38 ING. o II 9 II - 111 w ROO 3 1 .. ' a' CLG. I ' ® I I OP. EN TO BELOW I 9 ih S.D. II I F. PATH ® 0 CFM 8 CLG. II L - - - - - T-4' T I L3'-111j' in S O 0 I6 R ` f: 1 o V TED G 42- ` I - - [ I iv 3 P AYROO a' C B \ i I j III I I EGRESS \ rEGRE I 9 SS GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2O15 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. Co. SHOUIERHEADB 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 10 G.P)'1 FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS 9 SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. %R _ SMOKE ALARM -CARBON MONOXIDE COMBO. 10. VIDE GA���OXIDEAL��B PER PER�G. M AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE MEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R403.53. 12, ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO 13E USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT ESE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R30392. 14. GAS PIPING IS TO BE PROTECTED PER W415:1. WHEN PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, PIPE SHALL BE PROTECTED BY SHIELD THAT COVER THE WIDTH OF THE PI THE FRAMING MEMBER AND THAT EXTEND LESS THAN 4 INCHES TO EACH SIDE OF THE ING MEMBER WHERE T ING MEMBER ?THE PIPING PASSES IS A BOTTOM P BOTTOM T PLATE OR TOP \ HE SHIEL 8 „i ALL COVER THE FRAM3IN41ro R NOT LESS THAN 4 TH FRAMING MEMBERNOT LE HAN �; . LOW THE TOP FRAMING S5 ,:_jwcHRS OR DOORS RIPPED AND INSULATED TO TO THE INSULATION ON THE E HOUSE VENTILATION 24 MR TIMER, READILY ESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC M1502.420, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEETOVACPSM) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE M1502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 10. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1. WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. -REFER TO 844EET N-2 TABLE 150133(I) 4 1501330) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. I 19'-0' I. 11'-ID' UTILTY ROOM NOTEB/MAKE UP AIR: PER IRC GLASS 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDIW2 CONSTRUCTION, THE EQUIVALENT LENGTT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN b FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHEN A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. c == :i • 100 60 INCH TRANSFER GRILL 5/0x4/ XO I' 6'-0' 3'-2' V-10' 5'-2j' 301-01 UFI demo 1 L+®® FLAN N 1/4"=1 1-O" USING EXHAUST PANS: PROVIDE WHF 4 FRESH AIR INTAKE PER SHEET N-2. 'REFER TO SHEET N-2 TABLE 150133(I) 4 150133(2) FOR FAN SIZING AND RUN TIMES NTERIOR STAIRWAY ILLUMINATION P'ER 6EC R303. t IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMNATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDNG WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL. THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT RE=IRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGINTM IS PROVIDED. EXTERIOR BTAIfd1JAY ILLUMINATION PER SEC R3®3B IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIp11AY ILLUMNATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDM ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDEP WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT TINE BOTTOM LANDING OF THE STAIRWAY. 40'_0' 10'-0' 10'-0' 20'-0' T-5' 2'-1' _ 5'-2' „ 4'-10' f 10'-0' 10'-0' S/0x6/0 6 R IRC � co REa � 1 rP,4,T10` -I al WOOD DECK METAL FIREPL �• 'n 6/0x6/10 SLs INSTALL PER M SPECS. PROVIDE R 6' 6/0x1/O TR8. ABOVE SQ. IN. OUTSIDE AIR ��� - �p ,cam A II-'--, : in ROOM. F/P LOCATIONI I\ I X S I 'I in �4 I 9NOOK \ ij 9CLG ' L = - - - I 2'-0' V-11' 1 '-5}' 10'-11j' fil i ���Xro \ ARCH---�K('_ WALL \z \` 7 II 1 1 9n o low I i 1 1 1 X ,` EAT AR 1 aININ6 I \\ W, -------- a I I `;1 ROOM I CLG � � a \� WABOVE KITC 9 CL}GN 100 in E.F. REFRIG. A L _ H_ I - - ___ _ J - - 2X6 WALL 'E - - - ( I6 R STAIR d y . FT ME CTION 02.1 9 S'CLG Ix STua Optl E R r A �t 4 4'-It 1- 36' L b' ING e .CRAWL MIN 1S, 4' 'fl ARCI- 1111*1 WALL MOUNTED GAS HOT WATER SYSTEM MIN. (ENERGY FACTOR-0.Sl) ENTRY OUTDOOR COMBUSTION AIR 9 3J4 BATH SHALL SE PROVIDED PER 146' MIN. SOLID CORE IRO G2401.6. PROVIDE ONE SELF CLOSIDVERTICAL �D�� PERMANENT OPENING THROUGHMECH. OR 20 MIN RATED CHASE. EF. 0 bxa, P.T. POST W/ CCQ CAP 4 CEO BASE la'-1j' ' 50 ` 1 15ARA6E 2/0x5 0 SH USE 1/2' GUIB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8, TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS GO R1:a AND BEAMS N i/2' GWB P RG 0 �n NO DUCT OPENINGS r 9 IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, 0/0 x S/0 O.H. D MIN 26 GAGE STEER LANDING `EXIT' p 0' NOT TO LOWER HAN 9 16/0 x 0/0 O.N. DOOR lb'-3' RA. IS INC 4E FROM T OF in T IRE WI BLUE 18 AAED AT TRACER IFTAL WATER SERVICE PIPING PER UPC 604.3 5'-6. 4'-6' 9'-6' 9'-b' 2'-4j' T-4 3'-4, 3'-11. MAIN FLOOR FLAN U4"=1'-O" MAIN FLOORl: 1244 UFFER FLOOR,: 1555 TOTAL: 2502 6ARlA6E: 511 FRONT FORlGH: -:11 REAR, GOV'D DECK: 55 5Q. 5Q. so. 5Q. so. so. FT. FT. FT. FT. FT. FT. I P I COPYRIGHT 2010 Landmark Design lira. ALL RIGI-M RESERVED RECEIVED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER J A es z ®o REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 201E City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions coins a proceeding with trucU.. 2. This plan was deslgned I o be marketed throughout many municipalities. The pourchaser most verity mpliance wtth all local applicable building codes where the home fa to be constructed. 3. Purchaser should have plansd by s no - builder and ttuct- ural engineer for compli- ance to speciflc site a - ditions. 4. These plans should not be altered by other than a jqualified designer, archi- ct, or structural engineer. Plan No: 1 L2-2802-3L Date: (0-(6-19 ), 2X LEDGER\ Y210 x 5' LAG BOLTS W/ WASHERS W 32' O.C. 'SIMF'SON' LUS 'Z' TYPE JOIST HANGER ---JOIST PER PLAN JOIST PER PL LID RIM JOIST / 172x WALL FRAMING. (R4Ds SIM.) FRAMING CONNECTION a DECK W/ DIMENSIONAL LUMBER P.T. 4X4 POST 14' PIA MOCi'IBMIS ... WIITT4 N WA 14M S s S GUARDRAIL SUPPORT AT ECL<� 4 40'-0' ti 10-0' 10'-0' Ie 20'-0' T'-4)/' 2'-S' . bx6 P.T. POST <�q� 14 W/ PB BASE �/ ON 30'x30'x12' 20 STEP FOUNDATION CONCRETE FTG A8 REQUIRED BY GRADE 3-+'4 BARS E.W — - — — — — — — �;, Flu, ��, �u� ,��► ��� �►i �� .�� . � ICI 11�1 DOOR a ®CID- _- IOVER �� IIIII 4' COMPACT P CST SAND AND GRAVEL E SLOPE r DOORS- '. IQ AY 4 EA r -I CONCRETE Fra BARS EAC44 WAY -� ru CRETE FTG. J/4 04 EA WAY ii • r r r —— • 5.,i .ti.. 4' CONC. SLAB PREVENT U)OOD TO CONC. CONTACT LU/ CONT. FLASHING OR APPROVED MEMBRANE STUB 04 BARS INTO CONC. SLAB a IS' O.C. \\ 5'-6' I_ 4'-6' 10'-0' lb1.W IV-m' 40-0- COPYRItiHT 2011 Lafxlmark D I, Ina. ALL RGHra RESERVED 8'-6. 4' 0 SCHEP. 40 STL. 11 4-3/8'X3' ANCHOR Bi (SIMPSON TITAN HD C 4' CONCRETE SLAB .�lPFJCIEW 4-3/8'>e3' ANCHOR BOLTS S. (SIMPSON TITAN HD OR EQ) 3/16 fP1/2'XS'X8' TOP A VEHICLE IMPACT BARRIER DETAIL FOUNDATION NOTES: I. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4xI0 PFL 02 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' PIA x S' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. T. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. SCRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SUPPACES. S. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R40S. •FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. It. NDICATES 'SIMPSON, HOLDDOWN° 12. aSEE SHEARIllALL SCHEDULE FOR A ANCHOR BOLT SIZE 4 SPACING (SHT 810). 137 RECEIVED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City Of TUkwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan wan deligaed to be marketed through ut many municipalities. The purchaser must verify conpfiance. with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed bg a he- ansad builder and struet- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a jqualified designer, archi- ct, or structural engineer. Plan No: L2-2802-3L Date: 6-6-19 A FOUNDATION AT PATIO NTS C ROOF VENTiL.ATiON CALCULATIONS 4 REaUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN V BELOW THE RIDGE OR HIGHEST POINT) WiTH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY E,AVE VENTINCs. VENTILATION REQUIRED PER SEC R8061 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHEN CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/ib' INCH MINIMUM AND i14' NCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LAIRGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF i/I6' MINIMUM AND i/4' MAXIMUM. OPENINGS N ROOF FRAMING MEMBERS SHALL CONFOF" TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. RW62 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE IA50 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC R_063 - WHERE SAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION Or THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS HT520 - BEAM LOTA30 - HDR 4 SILL 6X6 PT POST W/ TO TOP PLATE TO 3x BLOCKING. GCQ CAP 4 8l82� CBASE �g� (3) 2x6� 6 20 2fa 51/a x 12 GLE, 31,2 x 111/4 LVL ------ �— l in - - AeOVE FL ,1,E O SOP IT N OULATE LOTA24 - BEAM a AT RE PATIO TO TOP PLATE A - - - 6 W PC CAW 4 5x12- __ 1 xi2 --- -- —�--.. ire z, ii%i A n it! N- r X• N C ) 2x BE RI W LL A BE RI W L X cif 1' DBL. JOIST" y� \� .. ....... .. 52 ARI ALL pkkba \ � ?� 1 _ ,ifi" UL I i � HTS20 BEAM TO TOP PLATE \ &- a O bxb P.T. POST tU W/ ECCQ CAP 9 81 2 4 LCB BASE ) 2 L 21 4 d l7 11A/2 �+.�d 2 3 .0 _ - ^is ' /4 x iil/4 LVL to_ -- —.. -- 4x12 iv CANTILEVER-- ^_— 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. APPLIANCES IN ATTIC NOTES: PER 2015 IRO M1305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WiTH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LAB ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHEN ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LAMEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL ME NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMINAiRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 3S. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/49 4 1-LAYER R-11 (3-i/2'). ROOF FRAt--IIN& PLAN 1/4"= 11—O" NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANiZED, STAINLESS STEEL, SILICONE, BRONM OR COPPER FURNACE TO EXTERIOR FOR DRAINAGE. ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 OF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO SE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME NSPECTOON. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS PER IRC SEC. 502.112 AND 9MJ03 AS WELL AS THE TRUSS iNSTITUTE'S BUILDING COMPONENT SAFETY INFORMATION. 3. NO TRUSS SHALL BE FiELD-MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x3O' PER IRC SEC. R801.1. -ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDWS SURFACES. 5. PROVIDE ATTiC VENTILATION PER iRC SEC. R806. ALL FRAMING TO COMPLY WITH iRC SEC R802. 6. QA REFER TO SHEAR WALL SCHEDULE. MANUFACTURED TRUSSES MANUFACTURER'S INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON SITE AT TIME OF INSPECTION, FOR THE INSPECTORS USE AND REFERENCE ROOF OVERFRAME NOTES: IRC SEC ROM3 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (PULL COVERAGE AT RIDGE, HIPS AND VALLEYS). RECEIVED C6TV OF T UIXWILA APR 2 5 2019 PEPMIT CENTER - BEARING OR EXTERIOR WALL NOTCH 25%, BORNG 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%, - HOLES NO CLOSER THAN 5/8 NCH TO FACE OF STUD. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2919 City Of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable bullding code, where the home is to be constructed. 3. Purchaser should have plane i ed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, areld tect, or structural engineer. Plan No: L2-2802-3L Date: _ 4-IS-IS S. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE Fi. D REFER TO SHEAR WALL SCHEDULE. �`I 2x6 02 OF STUDS 0 16' O.G. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) Ibd FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED 14ORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY ,AND THE BOTTOM PLA A SINGLE STUD. INSTALL 2x6 WOOD STUD 14ORIZ. AS CROSS -BRACING POSITIONED MID -HEIGHT OF THE WALL. g6' TYPE 'X' GM APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED lTb' CUP -HEAD DRYWALL NAILS W/0915' SHANK DIA. 4 114' HEAD DIA. SPACED 8' O.G. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED WK2) COATS OF GYPSUM COMPOUND. A MIN. 2' PAPER PLASTIC OR FOER'sLASS TAPE MUST BE EMBEDDED IN FIRST LAYER OF COMMPOUND OVER WALLBOARD JOINTS. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD 7o' LP®FLAMEBLOCK®FIRE-RATED OSB SHEATHING WA5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/WORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6d COMMA NAILS SPACED 6' OZ+. AROUND PERIMETER 4 12' O.G IN THE FIELD. 51/2' THICK NOMINAL 3 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD STUDS, GROSS -BRACING 4 TOPIBOTTOM PLATES. Jw 1ARSB BOARD NO TRISS m' f>ONSOLASS SHL:A7HIND 7/16' OW SHGATHINS 1AW LP IPLAF05LOCI SIDINS 2X6 WALL STUD WEATHER BARRIER FASTENED OVER THE &ABLE EN7 F I REWALL 1MET,A 1 L SHEATHING USING SUFFICIENT FASTENERS LESS THAN V TO THE PROPMTY LINE TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING- 1. FIBER CEMENT BOARD 2. T1-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN- OCC-ES REPORT - ESR-D65) WALL TYPE 43.4 - 1 HR EXTERIOR WALL ASSEMESLY NO SCALE EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TA5LE R302.1 HOUR I S 1571 V i t L5 COMPOSITION ROOF W/ 30' INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. RW52.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE VENTBLOCKS W/(4) 21l6' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL- (2nx6 TOP PLATES 2x6 STUDS A I6' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) MASTER AIR BARRIER BATH EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) I/V GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN 4' BARS 18' O.G. 12 NOOK R-86 INSULATION WISH DENSITY CRAALSPACE ATTIC SPACE MANUF TRUSSES 24'0.C. SEE ROOF FRAMING A KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR l-- SIZE AND SPACING) 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. COPYRIGHT 2010 Landmark Design Inc. ALL RJGFITS RESERVED TYP. INT. WALL (2) 2x4 TOP IE I/2' GWB 2x4 STUD 16' Orl . 2X4 SOT, iE Ulf IN 36' RL-49 INSULATION MIN. 6x6 PT POST �6'LPOPLAMEBLOCKAFIRE-RATED TSB SHEATHING :)R %' TYPE 'X' CnWB SHEATHING SIDING OR TRIM PER FLAN POST DETAIL FOR STRUCTURES LESS THAN 5' AP50 ROOF VENTS (50 SQ. 11,L NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2xS FASCIA BOARD 2x STUDS PER PLAN lfb' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRG 302 4 TABLE P302.1 STAIR NOTES: PER IRC R31LT • STRUYxERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UOER STAIRS TO BE I HOUR 4' SPAL.L CONSTRICTIOK NOT PASS 1FIR000FI� • MAXIMIM RIM TO BE 1-3/4'. • MNMIM RLN TO BE 0'. 4 ' MNIMIM HEAD HEK-FI'T TO BE b'-8'. • MNMJ7 STAIR WADTH TO BE 36. • PROVIDE COHt11WI8 HAND RAIL 34' TO 38. OFF TREAD NOSNG AHD MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUAR[? RAILS AT LANDINGS, OR N SIDED WALKM SUWACE, STAIRS, RAMPS, POFC44ES, OR BALCMES MN. 36' HIGH UV CLEAR SPACE PER 101211 AND P31212 HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS I u4' NOR MORE THAN 2' N CROW SECTICNAL DA2 2 • WANDMG TREADS _ PER IRC R31L71821 % X W MR • SPIRAL STAIRS :o TREAD PROVIDE MN 1 1R' F N • A POW 12' FROM UeRE TREAD IS NARRd1EST MR IRC R311T101 ;,I I', COW. HANDRAIL S4'-32 ABOVE TREAD NOSMCx PICKETS PER IRK ON OPEN SIDE 11 PT RISERS P.T. 2X12 TREADS TO STRII HANDRAILS WALL BE TiEl%M= OR SHALL TERMMATE N NEEL POST OR SAFETY TERINALS PER IRK WOW ALL REWIRED GUARDRAILS TO BE 36' MM. M +Ei" OPENINGS POR REG611RED GUAR08 ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A &MM 4 MW fi62em) TO PA86 1MAR Psi Rmn I U-11.4, MAX m -- 6' SPHERE UNABLE TO PASS Tinl4 OPENING BELOW STAIR INSTALL GWS • CEILNG. AND WALLS y X t3) 2XO STRINGERS FAQ SLOCKM • MO -SPAN AFO M 61w IN - AL" AM N LNE ON 61FJ43M F AREA UCTL'1i THRUST SI.00K STAA8415111fKSFE}7 INTERIOR DECK JOISTS PER PLAN DBL JOT \ FA)212 ATTEEA. ST R � 9-2X0�Y� P.T. P.T, BTR EXTERIOR NO TY CAL STAIR DETAIL AND NOTES A 12 Ogg \,t`TIC VENTILATION v AT LEAST 4095 4 NOT MORE THAN5IDq OF REQUlis'ED VENTS SHALL BE IN UPPER PORTION OF VENTILATED \ \ ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. BONUS ROOM FLOOR CONSTRUCTION- 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR I— SIZE AND SPACING) R,-88 INSULATION STUDY GARAGE USE I/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN I/2' GUE3 TIGHTLINE — FOUNDATION DRAIN: 4' PIA. PERT. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING: 10,-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 2 I— FU sxw 1 !l� 7 -0=1 �JU S �t0 _ to 1 Ql LU J r J I IU Cl dQ �j RECEIVED ( CITY OF TUKWILA �\� ©� APR 2 5 2019 PERMIT CENTER STUD NOTCHING AND 1AQ9NG - 5EARING OR EXTERIOR WALL NOTCH 25x, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must eerily all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout any municipalities. The purchaser must verify compliance with all local ap glicable building codes h re the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for site con- ditions. to specific site - ditions. 4. These plane should not be uttered by other the. a qualified designer, archi- tect, or structural engineer Plan No: I L2-2802-3L Date: 4-IS-19 INTERIOR 87AIRWAY ILLUMINATION PER SEC R3®3I IRG INTERIOR STAIRWAYS SHALL BE PF�VIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDW35 TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. £XC£P'YION: A SWITCH I8 NOT REQUIRED WHERE MOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING 18 PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER S£G R3038 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT PROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. • s 1, RECEIVED CETY OF T UKWILA APR 2 5 2019 PE^I7iT C,1.i 1 a'E R ELECTRICAL KE1 OVERHEAD CAN OUTLET g DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO SMOKE SQ- CARBON MONO. PET. • Ii3ACKUP ATTERY CABLE T.V. JACK PHONE v UNDER COUNTER h „C LIGHTS ice" GAS OUTLET HOSE BIBS EXT. FAN VTOS {Q} REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with ell local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struet— urol engineer for comph— die to specific site con— tiana. 4. These plans should not be altered by other than a qualified designer, archi— tect. or structural engineer. ' Plan No: J L2-2802.3L Date: 4-16-113 GENERAL &TfRUCTUIRAL NOTES V STEM WALL ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 P5F (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY 11, EXPOSURE B, K,r = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D So = IB - IBC FIGURE 16133(1) Sca = 1.0, IE = 1.0, R=6,5 C, = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED, NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'4" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM Pc = 3AW PSI WITH 5.6 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% t15% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/21. ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (N = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIAJ TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES 11/2" EXPOSED TO WEATHER OR EARTH 11/2" ('5 AND SMALLER) 2" ft AND LAiRI3ER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF02 OR BETTER POSTS DF°2 OR BETTER 2x FRAMING HF"2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWFA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UA0. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS, MISCELLANEOUS HANGERS TO BE 'SIMPSON OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UNO. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN I/Z" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900000 PSU. MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO.08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 48 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH Ibd a 12" O.G. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH lbd a 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24A(o) WITH A MINIMUM PANEL EDGE NAILING OF 6d a b" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH Ibd 6 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UNO. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH Sd COMMA OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH Sd COMMA OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" D.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI1tPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LMTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER 5HEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) I� I/2° CD ad g 6" O.C. 3ie° g (00" O.C. Qall = 230 PLF OR OSB 12" CDX Sd a 4" O.C. Nall to 32" O.C. Qall = 350 PLF OR OSB j\ r2" CDX ad a 3" O.C. 5/S" a lb" O.C. Qall It 450 PLF OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS R� SEE DETAIL 12 / 82O FOR CONSTRICTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-II PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.9.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x I/4" PER IBC SECTION 230632 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 4051. FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" OG. STAGGERED. I I I I I I I I I f I I iw.�fr.�r.-lll LSTAM - MR t BILL IATA24 - ISM TO 3x PLACES) IN ) TO TOP PLATE (TYP• 2 FLACES) ,511 x II-4 LAB \/ 3h x Nib LVL_� -----515x� — MAIN FLOOR A = 1;44 SQ FT A=511SQFT 1 5% x 1114 LA. _ 5l4xc� —_ a a�I x� 4x@ o � (MOP 04 - BEAM TO PLATE � a 4 a ti a 12 d d J MAX. i1 STEPPED FOOTING DETAIL Sim ew.E+a' • r-o' SHFATHNG t NAILM PER FLAN. SPLICE TO OCCUR ON Comm' ON hR OR 5LOCKMG SHEATHNG t NAILMG PER FLAN. MATCH WALL ABOVE UNO. III Vol Oz. SOLE ITE NAILMG. -4' SUEFLOOR (3) Sd JOIST -TO -TOP FLATE UNO. MAMtAN MR 14' END DISTANCE 2 x 6 STUD a I6' O.C. USE D5L STUD a ENDS OF SHEAR WALLS t HOLOO". 2x NAILER AND FT SILL m/ %-4 MAX _ANCkIOR BOLT It 3' x 3' x U4 WASHER AT 5'-0' O.C. UNA (ALT. MAU a 45' O.W STHD TTFE HOLDMN PER PLAN, —04 BAR a 10' OJC. - HORM 2i1u —04LBAR a *' OL. - VERT. MA�M MAX FNIS4 GRADE IS° M +4 BAR CONTMUOUS 2) MM (TIP OF 8" 1_21 CRIPPLE WALL WITIH_BACKFILL FOUNDATION �acaE�r'•rm' REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION Cat 0 i UKWIL;; ApR 2 5 2019 PERMIT CENTER �I q 0 m to U m a M COPYRIGHT 2015, SEGA ENGINEERS 12" RATED SHEATHING Sd ®6: O.C. — ��XTERIOR SHEATHING PER NOTE: � l4 O.C.Oe SIM) PLAN OR SCHEDULE 12" RATED SHEATHING wJ TRUSS TO DEVELOP Sd a 4" O.C. TO FRAMING CAPACITY OF CONNECTOR Q Sd G 4" O.C. TRUSS PER PLAN ' �a°RATED SHEATHING—' HEATHING H1 FRAMING ANCHOR 0 !X EACH TRUSS. USE H10A-2 Ix BLOCKING w/ (2) 8d 8d 6" O.C. AT DBL TRUSS. GABLE M TRUSS. 2x BLOCKING w/ 16d a 8 O.C.OTO STUD EACH END pj U- DBL 2x TOP PLATE. ti i �2" RATED SHEATHING Uj (BEAM AT 51h1) U Q A35 a 46" O.C. RAFTER OR TRRUS6 PER PLAN DBL 2x TOP PLATE. LAP (USE 24" O.C. At 51M) w/ (2)'8d TO 2x BLOCKING 2x VENTED BLOCKING. TIR�JSS PER PLAN SPLICE 4'-ID" MIN. 4 NAIL w/ 2x BRACE PER TRUSS SUPPLIER\11CONNECTOR STRAP END NAIL 70 TRUSS o DBL 2x TOP PLATE. LAP 16d b" O.C. STAGGERED. OR a 48" O.C. SECURE wJ 2x STUD PER PLAN PER EACH END w/ (2) ed. A34 EACH ENp. NOTE: — SPLICE 4'-0" MIN. 4 NAIL SHEATHING AND NAILING PER wl 16d 6 6" O.C. STAGGERED O PLAN OR SCHEDULE. SPLICE SHEATHING < NAILING �1 SEE ARCH FOR FLASHING INSTALL CONNECTOR PRIOR 2x FRAMIDKs PER PLAN PER PLAN OR SHEAR 2x FRAMING PER PLAN. REQUIREMENTS. 7t2xsTu D (NOT a SIM) TO PLACING COMMON TRUSSES m TO OCCUR ORBLOCKINGCOMMON (BEAM AT SIM) WALL SCHEDULE. (HEADER ® SIM) q�q a �o ~ p �+ n0 q 1 TYPICAL ROOF FRAMING CONNECTION r2 ROOF FRAMING e GABLE END i31 LOWER ROOF FRAMING SHEAR WALL r4 _ DRAG STRUT CONNECTION g� s2m SCALE: I' - I'-0° s2m SCALE: P - P-0' 32m SCALE: 1- = V-0- 82m SCALE: 1" 1'-0° rS-1 p is N ° b o a SHEATHING 4 NAILING PER NOTE: SOLE PLATE NAILING. DBL 2x TOP PLATE SEE ARCH FOR FLASHING USE Ibd 6 16" O.C. MIN. m PLAN OR SCHEDULE. REQUIREMENTS. MSTC 14OLDOILN 8d ® 4" C.C. HDR PER PLAN Sd 4" O.C. SCRAP PER PLAN SOLID RIM JOIST �q" SUBFLODR (3) 8d JOIST -TO -TOP 2x JOIST PER PLAN 2x BLOCKING w/ A35 g �' o ROOF SHEATHING PLATE UNA. MAINTAIN - " m FRAMING ANCHOR AT PER PLAN 2x BLOCKING MIN 11/2°END DISTANCE. 6" O.C. TO TOP PLATE. 3x BLOCKING. EXTEND W a SHEATHING 4 NAILING PER PLAN SPLICE TO OR BLOCKING ON MON 1l-0l �(2) BAYS (24" MINIMUM) ,�,,��11 OR TO CORNER 4 2x STUD 3/4" SUBFLOOR TRIMMER 57UD(S) ('h'P) TRUSS OR RAFTER_/ 2x FRAMING PER PLAN. W PER PLAN (BEAM At SIM) JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. KING STUD 2x NAILER OR TRUSS 2x DBL TOP PLATE" LAP 2x FRAMING PER PLAN. w/ 16d 0 8" O.C. SPLICE 4'-0" MIN. 4 NAIL w/ 16d ® 6" O.G. STAGGERED. (BEAM AT SIM) RATED SHEATHING 4 LSTA STRAP PER NAILING PER SCHEDULE. 5 ROOF FRAMING SHEAR WALL TYPICAL FLOOR FRAMING CONNECTION -1 FRAMING AT INTERIOR SHEAR WALL PLAN (TYP). s2.0 SCALE: I"- V-0-0' Szm SCALE: r • V-0- szm SCALE: 11 - 11-0" 2x SILL PLATE 1/2" RATED SHEATHING R E C E I V 4 NAILING PER PLAN. CITY OF TU, VILA MSTC HOLDOILN 16d ®8" OZ. SOLE:��:l16d 4" O.C. SOLE SCRAP PER PLAN PLATE NAILING. 16d a 8" O.C. SOLE APR 2 5 2 19 SHEATHING 4 NAILING PER PLATE NAILING. PLATE NAILING. 7r!OCKING SHEATHING 4 NAILING RIM JOIST w/(3) PLAN OR SCHEDULE PER PLAN OR SCHEDULE 16d 0 EACH JOIST Sd a (0 OC. (TYP) PERRPv;iT CEI ER MSTC HOLDOWN Sd a 6" OC. UNO 3/4" SUBFLOOR 2x RIM JOIST. PER PLAN LUS HANGER BY 3/qn SUBFLooR � SHEAR WALL FORCE TRANSFER DETAIL 34° SUBFLOOR TRUSS SUPPLIER s2m SCALE: P - P-o' TRUSS PER PLAN. LSTA24 STRAP (FAR SIDE) 16„ JOIST PER PLAN (USE DBL 2x TOP PLATE MINIMUM C� TRUSS PER PLAN. HDR PER PLAN. EXTEND NAIL SHEATHING TO HDR _ TRUS5 OR RAFTER J015T PER PLAN w/ LUS210-2 ®HOLDOUN) JOIST PER PLAN OVER PANEL TO KING STUD. w/ 8d s 3" OC. EACH WAY. (SIM ONLY) 2x BLOCKING w/ A35 LUS HANGER BY V A LUS HANGER LUS HANGER FRAMING ANCHOR TO TRUSS'SUPPLIER BEAM PER PLAN FASTEN 70P PLATE TO HEADER BEAM PER PLAN TOP PLATE. MSTC 14OLDOUN w/ l2) ROWS Ibd AT REVIEWED FOR J (a BEAM PER PLAN STRAP PER PLAN CODE COMPLIANCE �1 n (2) 2x STUDS ( ) APPROVED !_4 g 5HEAR WALL FRAMING AT FLUSH BEAM l0 FLOOR FRAMING e CANT. JOIST 11 SHEAR WALL FRAMING AT BEAM JUL 19 2019 S2m SCALE: 1'- V-0' S2m SCALE: 1'- P-0' S2m SCALE: 1' • P-0' 4x BLOCKING ® PALE 24" IF REQUIRED. City of Tukwila 16d e 16" OC. SOLE 10'-IDo BUILDING DIVISION 2x BLOCKING w/ (3) 8d 2x STUD PER PLAN. USE MINIMUM PLATE NAILING. MAXIMUM Sd 6 6 O.C. TOE -NAIL TO 4x BEAM 4 (2) 2x STUD a ENDS OF SHEAR 2x STUD PER PLAN. USE DBL �2" RATED SHEATHING (24/0 EXP 1). , SUBFLOOR PER PLAN (2) Sd TO JOISTS. WALLS 4 HOLDOUTS. SEE SHEAR 34" SHEATHING STUD At END OF SHEAR WALLS NAIL w/ (2) ROWS Sd a 3" OC. At V WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT wJ 3"x3"x1/4" 4 HOLDOILNS. SEE SHEAR WALL PANEL EDGES. n JOIST PER PLAN WASHER SEE SCHEDULE FOR SCHEDULE FOR 3x STUDS. <1 1 SHEATHING 4 NAILING PER SHEATHINGS d NAILING PER 2x4 w/ 8)16d AT PLAN. SPLICE TO OCCUR SIRE 4 SPACINGUSE 5/8"� At PLAN OR SCHEDULE (2) 2x PLATE. (NAIL BEAM PLICE. ON COMMON MEMBER 6ID" OC. UNA. SHT'G TO EA PLATE) 2x4 GUSSET EA (NOT A METAL CAP) OR BLOCKING. 2x PT SILL 4" SLAB ON GRADE OYER MR 6 MIL VAPOR BARRIER SIDE w/ (8)16d TOP OF STEM WALL (ALT. METAL CAP) � 04 AR - HORIZ ELEV. VARIES GTi 6" MIN. (NOT a SAjs.) FINISH GRADE OR a : gw 'r 4x4 PT POST FINISH GRADE 12" MAX 1 STHD HOLDOILN PER PLAN SLAB ON G E 2x PT SILL (4x6 AT SPLICE) (S.O.G. ® SIM) STHD HOLROULN 2x Pt 51LL w/ CHOR BOLT STHD14 HOLDOUN UNO. MAB ANCHOR 04 BAR 24" OC. - VERT. 4 3" x 3" x 1/4 WASHER PER (2) 5je"� ANCHOR BOLT w/ MIN. IS" I -6 R PLAN ;° PLAN OR SCHEDULE. USE 1" EMBEDMENT 4 3" x 3" x 1/4" r (ALT. A34 ANCHOR MIN 1'-6' MIN MIN g/a°� g 6ID" O.C. MIN.GALVANIZED le WASHER TWO SIDES) 12" 4'-0" MAX "4 BAR CONTINUOUS e4�B FOUNDATION PER PLAN. AR ® 24" oz. - VERTICAL FIG PER PLAN MIN g all O - *4 BAR THHORIZ TOP 4 BOTTOM. o ° ° *4 BAR CONT. 12 PORTAL FRAME AN I- I- RA E PANEL 8 "� SCALE- Nam 52,0 I'-4 FINISH GRADE D o . " (TYP) 1'-4 13 FLOOR FRAMING CRAWL SPACE 14 FOUNDATION AT CRAWL SPACG 15 FOUNDATION AT SLAB ON GRADE s2m SCALE: 1" - P-V B2m SCALE: 1' - P-0' S2m 'jSCALE: r - 1.-0' 1b 19, COPYRIGHT 2015, 5EGA ENGINEERS JOB 11-0'16 0 E z 0 OUND 2 112" IRON PIPE LIES 1.3- N86-& OF PROP. COk. 48'MAPLE INSTALL SILT FENCE', PER DETAIL THIS SHEET m V V � vl O 0 r 8'C ERRY �"`� ' Zh SP./} o yr � , cn - m � I 4ANHOLE =178.11 =t66.96' a, =1ss.9s' _W� S81"944501E 59.30' ' 361VAPLc�� EX. TREE/ TO REMAIN' t (TYR) IN 14'VAPLE 8"WILLOW &STALL TREE PROTECTION FENCE- - I PER DETAIL PHIS SHEET ' LOT 1,,0 `2'APPLE ; 8,284L SF. 72"MAPLE0 ';9"REDWOOD ' r TEMPORARY STOCKPILE,,,',, COVER WITH, PLASTIC PER DETAILTH(S SHEET _gyp=_p Emit, sm EM am MI w 0 1 r ,CLEARING LIMIT (5,06d;SF - 0.12 ACRE) M Z 1 INSTALL CONSTRUCTION s "� .ENTRANCE. 1 PER DETAI( THIO SHEET l',REDWOOD 6 "RED Ypo( 7"REDWOOD,, III REDWOOp / }6 1,'REOWOO 124 "REDWODO 14'�EDWOOD ' ' 12"CHERR11i ` 13KEDUr}70 / 16REDWOOF o n r r 'EX. TREE TO BE REMOVED r (TYP),/ D GRAVEL D ° D SDCB RIM EL- (S) 12" (E) 12 1. 1 ° ° an N87o4450"W 59.05` Q fH O D D U) D D D ° D SD © SD --*------ WM SD; 1 "SD W; ° 6"W Q WM cNo t' o 00 SS - N� SS SS SS I tV/j�- SD 12 SD W - -Wr W �- S. STREET a"Ss SS- INSTALL INL T ORRRTECTIZSNSS SS —'',SS PER DETAIL THIS SHEET (TYP) SDCB RIM EL=781.06' (W) 12" PVC LE=177.56' (N) 12" PVC LE-177.36' (E) 12" PVC LE.=177.56' THICKENED O <Y iD N tAt7 � 50 CATCH BASIN GRATE OVERFLOW 7 SOLID FILTER MEDIA FOR DEWATERING POROUS BOTTOM NOTES - THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE ufi _ fir n SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER TOE IN SHEETING IN MINIMUM 4"X4" TRENCH FILOR— Plan R®rtnit No. review approval is subject to errors and omissions. Approval of construction documents does not aulh�nze the violation of any aodoted code or ordinance. Re Ipt of approved Feld Copy and co/6j(*rij,? owi dgec: Date'-- Crtv 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' 0 ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, -, IF STANDARD STRENGTH FABRIC USED. _• ..l_ _ . _ FILTER FABRIC 11 ;-I z II II I N -n — — — — — — — — ii — — — — — — — — U 6' MAX �� Z 4" MIN POST SPACING MAY BE INCREASED TO 8'IF WIRE BACKING IS USED BACKFILLTRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL OSFPARATEPERMITERMITFOR:nicalicalingipingkwilaIVISION UNDISTURBED GROUND NOTES FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A NONE _____SCALE: EVISIONSna he n,a.ye to the scope=,cnrevai of theou[ p,,o.a =anc:,-,av Buildatg ,:'�s'lon.lons will rec.nre a new clan �nc,;:ee _� �'"" T clan rewew. REFERENCE SHEET NO. C1 77 O C) W 00 00 ^� F- 0")u) Q M Q o Q � >- LO LO Q C) SHEET 1 OF SHEETS c v - w 12 c .-r E T i N II 0 N 0 N u' � 0 a M~dCK w 01 100' MIN. z (Q } r r o z LL W m LU V5 Lu O o a 0 ii O 15' MIN. PROVIDE FULL WIDE � , OF INGRESS/EGRESS AREA U W 3 COR RfEII Z CV 0 - - RIGHT OF WAY LINE ri Q(fitn NOESLTROw B RIGHT OF WAY CENTERLINE AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF QI — - - — RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF RECEIVED SDCI - — — — — — - ADJACENT PROPERTY LINE THE ROADWAY. RIM CITY OF TUKWILA (W) 0PROPERTY CORNER IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. 1UN 2 8 2019 CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD RpPO 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 b adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the EDGE OF EXISTING designer. Additions, deletions or revisions to these PAVEMENT drawings after this date will void this acceptance i and will require a resubmittat of revised drawings f { for subsequent approval. INSTALL DRIVEWAY CULVERT MIN. LEGEND IF THERE IS A ROADSIDE DITCH Final acceptance is subject to field inspection by PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE he Public Works utilities inspector. PROPERTY LINE Date: By: 4" TO 8" QUARRY SPACES EARTHWORK VOLUME ESTIMATES: - - - - - - - - — LOCATION CUT (CY) FILL (CY) ONSITE 110 110 CONSTRUCTION ENTRANCE DETAIL PERMIT CENTER PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE HORIZONTAL GRAPHIC SCALE H Know what's below. 10 5 0 5 10 0 Call before you dig. 1 inch = 10 ft. 1 0 a FOUND 2 112" IRON PIPE ttEs 1.3' N86'4U _ _ _ _ CONSTRUCTION NOTES: OF PROP. COR. i' O INSTALL 58 LF 6" PVC SIDE SEWER @ 14.50% MIN. Z44450 E 59.30' i ,t ------- INSTALL — O INSTALL8LF8 DI SD 2.00% MIN. 711AP�� „INSTALL CB -TYPE 1 WITH VANED GRATE EG=179.90ECj=191.35`RIM=18 )=1IE (W,NE)=178.81 4a'Y APLE IE (E)=178.71 J 17"MAPLE ( f IE (S)=178.61 I - - ,I 14'11"PL£ i i ® INSTALL 36 LF 6" ADS N12 SD @ 14.50% e maow 0 INSTALL 1" WATER METER (BY CITY OF TUKWILA ) LOT 1,0 112 APP�E © INSTALL 72 LF 4" PVC SIDE SEWER LATERAL @ 2.00% MIN. 8,284: S.E-, �1 4" PERF. PM Y7 QTINO.DRAI(3 LOT 9 - t�7 INSTALL 44 LF 1.5" WATER SERVICE LINE (L IPPM°DRAIN) s,s7sfsF. ® 4"SSCO OVERRAN / EA�E IE=176.50 DOWNSPOUT INSTALL 5 LF SOLID WALL PVC TOW=183.75 (TYP,� j 'BOW=182.50 10 fOW=186.50 t', FOOTING DRAIN COLLECTOR @ 2.00% MIN. FCC=183.50 B;OW=h 82,50 g 10 CONSTRUCT 64 LF ROCKERY WALL EX', T SEINER I A - - - - _ FG=1 50 ASEMENT I O (4' MAX. IN HEIGHT) REC, #5813017 I � CONSTRUCT 27 LF ROCKERY WALL o , to ------ ----- ----'_ n _ Ds I - (4' MAX. IN HEIGHT) o Co CONSTRUCT (2'W x 181 x 2'D) GRAVEL STRIP ALONG DRIVEWAY n , N 9 I o 13 UTILITY TRENCH (POWER & COMMUNICATION) Im i (n 10' `, m �}�.. , 10"APPLE 14 INSTALL 32 LF 4" SOLID WALL PVC °VI �G.� FOOTING DRAIN COLLECTOR @ 2.00% MIN. I 5' 8a u, 0 0 INSTALL 4" SOLID WALL PVC M FOOTING DRAIN STUB 8 PROPOS501I SFR`,/0 I 16 CONSTRUCT 25' WIDE CONCRETE DRIVEWAY ( Fc FFE=184.00 ( (SEE LEGEND) 5% I �� I'` I 1© CONSTRUCT 25' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) INSTALL 17 LF 6" PVC SDR 35 ° I TQW= jg5.5 - ROOF DRAIN COLLECTOR @ 2.00% MIN. BOW=182.00 - 8"CHERRY ( i 7' F,G=183.00 I` - ' ` 19 CONSTRUCT (2'W x 10'L x 2'D) PERFORATED STUB -OUT _ TOW=186.00s Q'=186.00 CONNECTION PER DETAIL THIS SHEET BOW=182.00 t4'RE�9�82D7OQ o 7 DN✓d00 FG=�83.00� � . ©INSTALL 7 LF 6" PVC SDR 35 SD @ 2.00% i I - I 16'REDWO P i ' F % T 18 06 INSTALL AREA DRAIN WITH SOLID LID 1 78 01� RIM=182.40 co _ 24' ' 4 14 �EowooD IE (NW,E)=179.60 6'RE J100D ' o 4" PVC ROOF DRAIN N I Tz' N r GA( 4GE-;Y62f ° p� IE (S)=179.50 SLOPE TO DRAIN i I _"GRADE tEA#t `� 13 \ _ 1D, PRIVATE 6 I %I j zoaset STORMA/SEWEh CONN CT TO I 1 I I 1fi 11 EASEMENT EX. 6" SEWE, STUB- D=5' ( FIELD Y�ERIFY)- ' DEPTH--4' I � ' GRA1— l(s DEPTH=3' v�i 1) ibD I i BENCHMARK EG-L 179.50 FH r12-EG=106.40 ELEVATION=178.11 v so n I n -- SO -T 12"SD SEWER MANHOLE EX. 6" SIDE SS "' 2 FG 182.00 WM SD; SD SD — RIM EL 117' LEGEND (N) 8" PVC LE.=]66.66.96' 11N , (E) 8" PVC , E. ,66.96' �._ W `, ELECTRICAL LT----_,' (S) 8" PVC LE=766.86' v,'` EX PIPE, W' � s,.W ; W W' W W PROPERTY LINE HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT AGES ENGINEERING, LLC DATED APRIL 13TH, 2018 P.O. BOX 935 PUYALLUP, WA 98371 PHONE: 253-845-7000 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,160 SQ. FT. STAIRS & LANDING 53 SQ. FT. DRIVEWAY 584 SQ. FT. TOTAL 2,797 SQ. FT. 2,797/8,284=0.3377X 100% = 33.77% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH & PATIO 2,160 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,160 SQ. FT. 2,160 / 8,284=0.2607X 100% = 26,07% MAX. BUILDING COVERAGE M/5-7f-ir 4" PVC DOWNSPOUT DRAIN LINE FOUNDATION--\ I - FINISH GRADE 4" PERFORATED PVC FOOTINr- npAin, I mr: NOTES- DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS D. AND OTHER EDRAINAGEEDETAIL SECTION A -A SCALE: NONE WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC NATIVE FILL rEXISTING GROUND z � 6" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) ���&U�1._ J WASHED ROCK 3/4" -1 1/2„ 24" TRENCH X-SECTION NTS IUL 052019 City of Tukwila PUBLIC Works Okth\- "'" HYDRANT', 17 TOW=185.00 y EX-12" STORM DRAIN BOW=18'4.00 — — — B.S.B.L SUCH y' o 0D ' .i, '', ', - - RIM EL=177.63' `O o P' N W �o " PVC LE=173.38' - _ S 1 "H STl E�'T o ASPHALT - - RIGHT OF WAY LINE FUTURE HOUSE N REFERENCE SHEET SHEET NO. 2 C2 OF SHEETS z 0 z 0 m ^ Q 6.1� 0 Q U 6 ¢`'� W ~ 0) U N m .c W lV C 0 m 0 n In f- 0 CD N uj a a CD I 0 = _ O z j > o o r o z CL z z Lu Cl) w o 0 0 V d STEEL 1.E=773.23' _ SS SS 8"SS -'T-' - - ' r, NEW IE (N)=17G$S45 S SS SS SS SS - _ - - —RIGHT OF WAY CENTERLINE I I ROOF DRAIN STCONNECT TO UB PRO ECTEXISTING`CB SS ,SS S5 I I EX. 6"'WATER MAIN SS SS - — — — — — - ADJACENT PROPERTY LI I SD t2"SD - sD-- t2-s0 { NE Nc�------------------ ROOF OVERHANG LINE L �� [E it -."'� V1, THICKENED EDGE OF ASPHALT 2' X 10' LEVEL TRENCH CONC. WITH PERFORATED PIPE, DRIVEWAY - - SDCB EX. 8" SEWER MAIN SDCB PROPERTY CORNER RIM EL=tst.os' RIM EL=190.75' TIME OF BUILDING INSTALLED PERMIT TIME OF BUILDING PERMIT PARCEL NUMBER PLANT SCHEDULE 4" CONCRETE PAVEMENT N VIEW OF ROOF CATCH BASIN ypORAREA DRAIN m 8088600047 SYMBOL BOTANICAL NAME COMMON NAME QTY SIZE 3" CLASS B ASPHALT OVER 6" CS C NTS WITH SOLID ikCEIVED GENERAL NOTES CITY OF TUKWILA Lu PRUNUS CERASIFERA PURPLE -LEAFED PLUM 29 2.5" CAL. (MIN.) PROPOSED RESIDENCE PERFORATED TIGHTLINE STUB OUT JUN 2 8 2019 1. CONTRACTOR SHALL FIELD VERIFY ALL "THUNDERCLOUD" 1 GRADES PRIOR TO CONSTRUCTION. 0 SCALE: NONE PERMIT CENTER z 1