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Permit D19-0138 - SUMMIT VIEW LOT #10 - NEW SINGLE FAMILY RESIDENCE
SUMMIT VIEW LOT #10 5528 S 149TH ST D19-0138 Parcel No: Address: K~^�xx °�� Tukwila ~.�~o ��n o K�nv���na Deportment of t 63OOSouthcenterBoulevard, Suite #1UU Tukwila, Washington gW188 Phone:Zu6'431'3G7U Inspection Request Line: 2o6'43D'g3EO Web site: http://www.TukwilaWA.gov 8088600045 COMBOSFR PERMIT Permit Number: D19'0138 Issue Date: 7/32/2019 Permit Expires On: 2/5/2020 Contact Person: Name; Address: Contractor: Name: License No: Name: NATIONWIDE LEASING LLC 2ZLAN[ASTERLN'PALM COAST, WA, 52137 2981524AVE SW, FEDERAL WAY, WA, 98023 CARY LANGCONSTRUCTION INC Phone: (J06)4Z3-5055 29815 24TMAVE SW, FEDERAL WAY, WA, 98023-2300 [ARYLOI01VF Expiration Date; 9/26/2020 Z981524AVE 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 VNDERGR0Um0NGOFPOWER. Project Valuation: $413,146.2I Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $21,868.02 Occupancy per IBC: Water District: TUKVV|LA Sewer District: TUKWILA Current Codes adopted bythe City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: VVA[396-46B: Code: 07 21 05 ublic Works Activities: Channdizatinn/SthpinX: [urb[ut/Acceo/5idewa|k: Fire Loop Hydrant: Flood Control Zone: HauUn&/OversizeLoa± Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Volumes: Cut: lOO Fill: 100 Number: l 1 l 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 ornot. The granting ofthis permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance ofwork, |annauthorized tosign and obtain this development permit and agree tnthe conditions attached tothis permit. � Signature: Date: This permit shall become null and void ifthe work bnot commenced within 180days for the date ofissuance, orif 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 wZ436) 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ofdrawings prior toinstallation ormodification. New sprinkler systems and all modifications tusprinkler systems involving more than 50heads shall have the written approval nfFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tothe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers nrapproved building identification placed in position that is plainly legible and visible from the street or road fronting the property. These numbers -shall contrast with their background, Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width 5: Adequate ground ladder access turescue windows shall beprovided, Landscape aflat, 1Z'deep by4' wide area below each required rescue window, (City Ordinance #2435) S: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D10I2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #Z437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval nfsuch condition urviolation. 8: These plans were reviewed byInspector 51l. |fyou have any questions, please call Tukwila Fire Prevention Bureau aL(2O6)575-44O7, 9: ~**PUBUCWORKS PERMIT [OND00NS~~* Dl Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Toschedule, call Public Works at(2U6)4J8935U, ll: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion nfwork atleast l4hours inadvance. All inspection requests for utility work must also be made 24hours inadvance. 12/ Prior toconstruction, all utilities inthe vicinity shall befield located. NOTE: For City nfTukwila utility locates, call Dllor1-80V4Z4-555I ' 13: 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 S:OOp.m.and weekends, 14: No work under this permit during weekend hours without prior approval by Public Works, Coordinate with the Public Works |nspector. 15: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval, 16: The City ofTukwila has anundergroundingordinance 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 be in accordance with MUTCD for Traffic Control, Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets tnthe satisfaction ofPublic Works each night around hauling route (No flushing aUnwed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall becleaned upimmediately. 19: Temporary erosion control measures shall beimplemented asthe first order ofbusiness toprevent sedimentation off -site o,into existing drainage facilities, ZO: 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. ZI: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 100 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 /n permit fee prior tothe Final Inspection. 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bestockpiled onsite atthe beginning o/this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23: From May lthmugh 5eptennber]0' 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 Geotechnica| Report by Ages Engineering, LLC, dated April 6' 2018 and mbsequentGeotechn|ca| Reports/Evaluations. 25: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection, Reference Public Works Details for l" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. BackOnvvdevice is optional if FLOW -THROUGH SYSTEM is installed, Coordinate with the Public Works Inspector. 26: Pavement mitigation fees may apply tothis permit. Amount estimated to bemmsq. h. 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- Dui|ts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost cfwork within the Public right-of-way. 28: Owner/AppUcantshaU contact the local postmaster regarding location ofmai|bux(mailbox(es) instaUation. Location ofmai|bnx(mailbox(es) installation shall becoordinate with Public works. 33: 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, bioreuendnn, 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 the2O1h King County Surface Water Design Manual &TIVI[14.3CLOOO. ZB: Abond or cash equivalent in the amount ofl50%xcost ofconstruction within the City hBht-of-waymade out »othe City nfTukwila for possible property damages caused byacdvites. 30t A copy of the Certificate of insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 31: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay$300.00 under PVVpermit C19-0xx. Fee based on two single family residences. ]Z: 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-nf-way. 35: Planning final inspection required for tree replanting in accordance with L19'0064. 36: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval, 37: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 38: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 39: When special inspection is required, either the owner or the registered design professional in responsible 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 tnthe Building Official in ntimely manner. Y� 44: A, final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall besubmitted totheBui|dingOf0da|prinrunandaoa condition offinal inspection approval. 41: 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. 42: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 43: All construction shaUueduneinconfonnancewiththe\wash|ngtonStateBui|dinA[odeandthe "Washington State Energy Code. 44: Notify the City ofTukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 45: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 46: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila 47: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not baconstrued tobeapermit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila, Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction uferrors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (ZV6)438'935O 5180 UA[KFiOVV FIRE 1700 8U|L0NGF|NAL** 5000 CURB, ACCESS, SDVV 5200 EROSION MEASURES 5200 EROSION MEASURES 5210 EROSION MEASURES FNL I400 FIRE FINAL 020I FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING ZOOU GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATM/GYPSUMBOARD I800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION I900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/[BUNG|NSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH'|NKxE[HAN|[AL 8005 ROUGM'|NPLUN1B|NG 5070 SANITARY SIDE SEWER 4035 8-SOILS 0602 SLAD/FL0OR|N5UL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 VVALLSMEATH|NG/SHEAR Parcel No: Addeo: �=^�xx � Tukwila w~U~� ��o vK�nx���xa Department of Community Development 630U6outhcenterBoulevard, Suite #lVV Tukwila, Washington 9D1B8 Phone:%06'u3z'367O Inspection Request Line: 2O6'43O-935O VVeboite:hup://www.Tuhwi|avVA.nov 8088600045 55285149THST Project Name: SUMMIT VIEW LOT #]0 COMBOSFR PERMIT Permit Number: D19'0138 Issue Date: 7/22/20I9 Permit Expires On: 1/18/2020 Owner: Contact Person: Name: Address: Contractor: Name: License No: Lender: NATIONWIDE LEASING LLC Z2LANCASTERUN,PALM COAST, WA, Jzl]7 Phone: (206)423-5055 298lSZ4AVE SW, FEDERAL WAY, WA, 98023 CARYLxNGCONSTRUCTION INC Phone: (200)423-5055 29815 24THAVE SW, FEDERAL WAY, mAA'98U2J'lJOO [ARYLC|l01OF Expiration Date: 9/26/2020 Z98l5Z4AVE 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|C[LINE, SANITARY SEWER INCLUDING JOINT SEWER USE, DRIVEWAY ACCESS, RETAINING WALL DRAINAGE, PAVEMENT CUT AND REPLACEMENT, TRAFFIC CONTROL, STREET USE, AND UNDERGROUND|NG0FPOWER. Project Valuation: $413,14621 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: Electrical Service Provided by: TUKWILA Fees Collected: $21,868.02 Occupancy per IBC: VVaterDisthct: TVKVV|LA Sewer District: TUKW|LA Current Codes adopted bythe City ofTukwila: 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: NAC296468: Code: 07 21 05 ublic Works Activities [hanne|ization/Striping: [urb[ut/Aoess/Sidewm|k: 1 Fire Loop Hydrant: Flood Control Zone: Hau|inQ/DvenizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Permit Center Authorized Signatu Volumes: Cut: 100 Fill: lOU Number: l l l Yes nato:`�����/�� � ^^' ~ ^ v I hearby certify that I have read and examined this permit and know the same to be true and correct. Ni provisions cflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting ofthis permit does not presume togive authority tnviolate orcancel the provisions ofany other state orlocal laws regulating construction orthe performance ofwork, |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature: Print Name; '—y 14,1 ( e~�e .5 _/� This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended orabandoned for aperiod ofl8Odays from the last inspection. PERMIT CONDITIONS: 1: Anapproved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z436) 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval nfdrawings prior toinstallation ormodification, New sprinkler systems and all modifications tosprinkler systems involving more than S0heads shall have the written approval ofFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal tnthe Tukwila Fire Prevention Bureau. Nosprinkler work shall commence without approved drawings. (City Ordinance No. 24]6). 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 orroad fronting the pmperty. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 438-9350. 11: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 12: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 13: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 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 be submitted to the 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 of connection on the pole to the house, 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into 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 to the Final Inspection. 21: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 100 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 22: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 23: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 24: Project shall comply with the Geotechnical Report by Ages Engineering, LLC, dated April 6, 2018 and subsequent Geotechnical Reports/Evaluations. 25: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection, Reference Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Backflow device is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 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 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 VVoMa final. As part nfthe turnover, Owner shall provide As- Bui|ts&anACAD[D.0wnershaUa|supmvideamvo(2)yearmaintenancebondintheamnuntof10%x cost ofwork within the Public hght-o#way. 28: Owner/App|icantshaU contact the local postmaster regarding location ofmai|box(es) installation. Location ufmai|bux(es) installation shall becoordinate with Public works. 33: 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 &TK8[ 14.30.080. 29: 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. 30: Acopy ofthe Certificate ofInsurance Coverage (minimum of $Z'U00'OOOnaming the City ofTukwila as additionally insured). ]l: 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. 32: 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 hght'uf+voy. 35: Planning final inspection required for tree replanting in accordance with L19-0064. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (%U6)438-9350 5I80 8A[KFLOVV FIRE 1700 8U|LD|N8F|NAL" 5000 CURB, ACCESS, SDVV 5200 EROSION MEASURES 52I0 EROSION K4E4SURESFNi 1400 FIRE FINAL 5040 LAND ALTERING 5230 PAVING AND RESTORE 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 5870 SANITARY SIDE SEWER 5090 STORM DRAINAGE 5100 STREET USE 5130 WATER METER PERM 4,r4- ) CITY OF TUK j -A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: / 0` 2- S 7 (For o ice use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE;LOCATION Site Address: 5628 s 10 1-4 10 stem pi, A' W PROPERTY OWNER Name: C4r 4� c/' x7c Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: City: State: Zip: Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: / �' 4i�'y li n ohr�T /VG c Address: 2`18z5.- y " f fs : „ _/ City(ti/n,,f/ State: 44j Zip: I 9, 3 6_ 92.-3Z i Phone:�2 Con c21210c. Exp Date: 7b4//I t pA Tukwila Business License No.: 0y9y‘Z.00 King Co Assessor's Tax No.: lcu)I / 4- • Saa$6ft p/qry 2953�-3 ARCHITECT OF RECORD Company Name: Architect Name: Address: City: 1 State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: s& G- Engineer Name: e -rt, 45e Ail i T7j Address2l Ts 7 i' �� - Q i City; �( r 2 + State: 14/4„, Zip: �i' peyo C✓ Phone:260 gU +�',o%� Fax: Email: " i q e Azi i 4ieer3o coivvC -rr1 p✓ LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:L r Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-I l.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): /viy772-14 r me_ 2-7 5( OW DETAILED BUILDING INFORAMTION PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l' floor / '63 2' floor 2...... i.. e 3 "' f k rioolt(triern&J /7 9 0 Garage0 carport • 5 5 i ( Deck — covered uncovered 0 I 'rota! square footage 9 b 3 0 o Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMI ER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 50c) furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) '2"-- appliance vent / wood/gas stove fuel type: D electric gas ventilation fan connected to single duct water heater (electric) other mechanical equipment 57 a bidet floor drain sink lawn sprinkler system clothes washer 3 shower water closet gas piping outlets HAApplications\ Forms -Applications On Line1201 I Applications\Combinalion Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORIVIATIC)1•1 Scope of work (please provide detailed information): Call before you Dig: 811 Pleasee to Public Works BulletinBulietin #1 forfees and es ate shee OATER DISTRICT ...Tukwila 0 ...Water District #125 D ...Letter of water availability provided Highline 0 .. Renton EWER DISTRICT ...Tukwila ...Sewer use certificate 0...Valley View 0 .. Renton 0.. Seattle 0 ...Letter of sewer availability provided SEPTIC SYSTEM: a. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance El Easement(s) ▪ Geotechnical Report 0...Hold Harmless — (SAO) 0 .. Maintenance Agreement(s) 0.. Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance 0 „Construction/Excavation/Fill - Right-of-Way.,.0 -or- Non Right -of -Way.. 0 0 ...Total Cut 0 ...Total Fill 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control Cubic Yards Cubic Yards 0 ...Permanent Water Meter Size ED ...Residential Fire Meter Size 0 .,.Deduct Water Meter Size ...Temporary Water Meter Size 0 ...Sewer Main Extension o .. Work In Flood Zone .. • Storm Drainage .. Abandon Septic Tank 0.. Trench Excavation El .. Curb Cut 0 .. Utility Undergrounding 0 Pavernent Cut 0 .. Backflow Prevention - Fire Protection o .. Looped Fire Line Irrigation >7 Domestic Water " WO # " WO # " WO # Public 0 - or - Private 0 0...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMAT1ON IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SER CE BILLING TO: 4/17kA Name: Mailing Address: 2--5,7V 6 2---Irtt 4--,re te, WATER METER REFUND/BILLING: Name: y"/+-11-e- Day elephone: City twel-"e/ State Zip Day Telephone: ailing Address: City State Zip HAApplicationsWornis-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docs Revised: August 201 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION LD'IV 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. OR AUTHOZ7D AGENT: PROPERTY OWP1Y Signature: Print Name: Mailing Address: 44-v I-4d 2,F e/s-- Lf 2_ (4-u-e $Ce--- Date: Day Telephone: ki( f 062-2 city State Zip HAApplicationsTorms-Applications On LineS2011 ApplicationslCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 50 aro- [lieu-) 1,4(76 PERMIT # Di/0/3 52.c6, , 126-0‘. If you do not provide contractor ids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 43102._.( 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) 2,<0 5. Enter total excavation volume la 0 cubic yards Enter total fill volume /00 cubic yards $ /54 Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 1/4/ 51 —100 1/4/ $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $250 (1) (4) $ -2; -5.-4-3 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4439 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 bri 0136 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) $ 2_1.5 (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ ff-- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 ./ 51 —100 $37.00 101 —1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1'1000 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 1' 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) 0 2 $ (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 11. ADDITIONAL FEES A. B. C. D. G. Total A through E $ 1.1 2.‘ (9) Allentown Water (Ordinance 1777) Allentown Sewer (Ordinance 1777) Ryan Hill Water (Ordinance 1777) Allentown/Foster Pt Water (Ord 2177) Allentown/Foster Pt Sewer (Ord 2177) Special Connection (TMC Title 14) Duwamish H. Transportation Mitigation I. Other Fees C145e-A>6- VATCA Au -(AP" DUE WHEN PERMIT IS ISSUED $ 12-91 $ 6/4 1 Co .7Total A through I (6+7+8+9+10+11) $ (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2919 - 12-31.2019 Total Fee 0.75 $625 $6,416 ./ $7,041 ./ 1 Ni $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 Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $37,933.12 D19-0139 Address: 5528 S 149TH ST Apn: 8088600045 $18,836.84 1 INCH $7,541.00 CASCADE WATER ALL-SPRINKLERED B640.2 7. 00 0.00 $6,41600 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 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.O0 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R104.345.851.00.00 0.00 $2,859,00 MECHANICAL 95.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR 0.00 $260.00 PUB IC WORKS $1,638.72 BASE APPLICATION FEE R000,322. 00.00.00 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 R104.345,840,00.00 0.00 $1,297.22 TECHNOLOGY FEE $235.59 TECHNOLOGY FEE R000.322.900.04.00 0.00 $235.59 TOTAL FEES PAID BY R:CEIPT: R18159 $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 Y5TEM5 Cash Register Receipt City of Tukwila Receipt Number 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 M ETER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW 8000.345.830.00.00 0,00 $10,00 WATER METER INSPECTION 8401.342.400.00.00 0,00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237,500 0.00 $6,416.00 DEVELOPMENT $4,701.97 PERMIT FEE 8000.322.100.00.00 0.00 $4,264.21 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 R104.345.851.00,00 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 $1,607.72 BASE APPLICATION FEE 8000.322.100.00.00 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 8104.345.840.00.00 0.00 $1,297.22 TECHNOLOGY FEE $248.59 TECHNOLOGY FEE 8000.322.900.04.00 0.00 $248.59 D19-0139 Address: 5528 S 149TH ST Apn: 8088600045 $18,836.84 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401,245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00,00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE 8401.343.405.00.00 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 YSTEM5 DESCRIPTIONS ( ACCOUNT 1 QUANTITY PAID PermitTRAK $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 D19-0139 Address: 5528 S 149TH ST Apn 8088600045 $2,591.40 DEVELOPMENT $2,591.40 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,591.40 TOTAL FEES PAID BY RECEIPT: R17488 $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 YSTEMS 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: rylt ✓l :w �rr Type o Inspection: "ut ..,a11NIG f7W -i- Address: Date Called: Special Instructions: Date Wanted: 3 - .20 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COM MENTS: Inspector: REINSPECTION FEE REQUIRE©. 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 11FO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Add ress:/ter+ Date Called: Special Instructions:'.... �t� ''F ,. Il-+�ir7 A. 4.4,si.e7/ �' `r Date Wanted: 2 M- '2../ Z 0 a.m. p.m. Requester: P1 p` Phone No: CO I4 lENTS: f� fi,4 I , 4//V %11JVG ► Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 �JIg-O b38 Project: le Type�p ion: Address: Date Calle : Special Instructions: Date Wanted: a.m. 'Requester: Phone No: pproved per applicable codes. Corrections required prior tq Sproval. inspector: 609 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee fnust be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Addr 5-5.2e c5. iii 'Special Instructions: Date iante� 'Requester: a.m.• p.m. �-p— Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS Inspector: Date: REINSPECTJON 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 P "ect: \tt Ty oI Inspection. -» "7".1* Add res5++s: jl��► : s � � Special Instructions p l !� -04-4 v Date ante l P7 a.m_ p.m. Requester: Phone No: Approved Approved per applicable codes. MMENTS: it Corrections required prior to approval. 9 5 lnspectorate,,J, 7 . 1 REINSPECTtON FEE REQUIRED. Prior to next inspecion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NSP 110N N 3. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1)17—cw_ze 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431 670 P ject: C�. ID Zddress: Date C d: Special Intructi€ r s: ; Date Wanted: t,2,— a.m. p.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspectid<n, fee mu nt be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 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: ' / t T V ` 'W LoT 1 C) Type of Inspection: e> t1 G/IL ^! 14 &LtJ' r tE3114 C Address: ff e s'• %t9 )t Date Called: Special Instructions:Date Wanted: G2--_.,,�-"- "" / I a.m. p.m. Requester: Phone No: tRApprcved per applicable codes. Corrections required prior to approval. COMMENTS: 41'fl/4 br/4 n s pecto 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) 43`i-3670 Permit inspection Request Line (206) 438-9350 11)1`f-0136" q5 Address: Date ailed: Special Instructions: Date Wanted: . / I 20 - _a / 9 a.m. p.m. I.... + Requester: Phone No: Approved per applicable codes. OMME Corrections required prior to approval. nspect ate' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be' paid at 6300 Southcenter Blvd.. Suite 100. Catt 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 b19-o/Sy Project: o FF V,e' r✓) 1 T Typ�ef inpeston:u<r Vt h't Address: !� ! S. ? � £'- C3ate Ca led: Special Instructions: - Hate Wanted: a.rn. Requester: Phone t.'u: proved per applicable codes. L1 Corrections required prior to approval. OMMENTS: Inspector: atex REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspec$ion. INSPECTION NO. INSPECTION RECORD Retain a copy with permit .' PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 63C ©Southcenter Blvd., #100, Tukwila. WA 9818E (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Jiltvl,flifir tit K Type o nspe:ction: t_t r 9CS Address: {f y� j �,+ i f . jr ^' (Date �i! Called: 1, Special Instructions: Date Wanted: ® ... d '7 ---I a.m . p.m. Requester: Phone No: Approved per applicable codes. orrectioris required prior to approval. CONIMENTS: 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 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Project:' OVfrlI)r VtEM Type n pection: 2.0t)Aii) WC:4R Address: .2.8 i Date Called: Spec Instruc ons: Date anted: / a.m. . . 'Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: j4l/1-7X/2 .S7C/Lq Inspector: Date: '6 --( Fb--(? 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 P o ec : Typ9...9f Inspection: VI IA) Address: Date Called: 3-52:31 S. 1 Special Instructions: 1---04-- k 0 Date anted: a.m. P.m. Requester: o e r Approved per applicable codes. OMMENTS: Corrections required prior to approval. Inspecto 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 IMP I^CTTON 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 of Insp ection: iK1Al?774•A/ '(/4 T Y/1Cl�fi , ?7—/0 Address: 2.. $ / f '. Date Called: Special Instructions: Date Wanted: ~�. 7 a.m_, p.m. Requester: Phone Na: Approved per applicable codes. rections required prior to approval. COMMENTS /1--rnizc> VAT) �vvDrtriesAl wrp-u lInspec 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 n0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0)9 0/3 ,- Project. Vc Type o nspe tion: ei Address: g q pat e Caned: Special Instructions: Date Wanted: a.m. 2 P-m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. CO MENTS pecto - c Y r~� 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 , b I '" 0/38 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- 1:31+\if;Type o .1nsp* on: Address: '`pate 552 's lL7 Called: Special Instructions: 7 in -Date Wanted: a,rn. p.m. ,Requester: Phone No: proved per applicable codes. Corrections required prior to approval. CC)IIIJIENTS--...�..,.., Na CIO & _ �0 -- eF1 ,� LL c€1460 lx=e, cLose_, qr., Mg? _0 4,0 tZe-cd-1t REINSPECTI©N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Sauthce, Suite 100. Call to schedule reinspection. rrojectmmrmamon L2-28S3 mmacrmmrmarion This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Va|ueo U'Factnra FenootmtionU'Factnr n/a 830 Sky|ightU'Factor n/a 0�50 Glazed Fenestration SHGCb'° n/a n/a Cai|ingx 49i 8.026 Wood Frame VVo|l,'m," 21in8 0.056 Mass Wall R4a|ue' 21/21" 0.056 Floor 301 0,029 Below Grade VVa|l= 10/15/21int+T8 0,042 Slab R-Value& Depth 10. 2# n/a *Table R4O211and Table R4U21.3Footnotes included unPage 2. ��E[E\VE[] Cl-fy OF TUKVJ\L/\ - � 2O1Z pFp,[JiIT CENTER Each dwelling unit in a residential buildinq shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number mfcredits: 1.SmmU Dwelling Unit 1.5 credits LJ Dwelling units less than 1500square feet knconditioned floor area with less than 3OOsquare feet of fenestration area, Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. REVIEWED FOR '' un u.Medium Dwelling Unit: 3.5creoue AUdwelling undathat are �tindudwdin#1or#3.Excepbmn:DW�|i ng 0 ~-"cuuparo�uxhuU ~~�=.;~,�.~~x° ��" " "^- - .v.��.^°�""" [] 3. Large Dwelling Unit: 4.5credito Dwelling units exceeding 5000 square feet nfconditioned floor am. 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary DPhun Description NNA������ �u`x~�*�w"� City of I UKWIka �UULDAN������S0ON `' 1a Efficient Building Envelope 10 0.5 1b Efficient Building Envelope 1b 1.0 1n Efficient Building Envelope 1n %D 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0�5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3o High E#iciencyHVAC 3a 1.0 3b High Efficiency HVAC3b 1.0 3n High Efficiency HVAC3o 1�5 8d High Efficiency HVAC3d 1.0 4 High Efficiency HVACDistribution System 1.0 5o Efficient Water Heating 5u 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0�5 O Renewable Electric Energy 0.5 0.5 1.0 0.5 1.5 O/U Total Credits 3.50 *Please refer toTable x4O62for complete option descriptions Table 0402.1.1Footnotes For3|: 1 foot .= 304.8 nomo, d .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. u The fenestration U-factor column excludes skylights. The SHGC column applies toall glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall, "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. eThere are noSHGCrequirements inthe Marine Zone. ' Reserved. u Reserved. o Reserved. / The second R-value applies when more than half the insulation is on the interior of the mass wall. ) Reserved. ^Forsinghanafterorjoist+vaultedcei|ings,the)nsu|ation�naybereducedtoR'38. / Reserved. ^'|nt.(internnediateframning)denoteostandardfranoing16inchesoncentervvhhheadersinsu|atedvvitha minimum ofR'1O insulation. Table 0402.1.3Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified inSection R4UZ.1.3. Window, Skylight and Door Schedule Project Information L2-2853 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact Information Ref. U-factor POWDER ROOM 0.28 GREAT ROOM 0.28 GREAT ROOM 0.28 DINING ROOM 0.28 DINING ROOM 0.28 KITCHEN 0.28 DEN 0.28 ENTRY 0.28 ENTRY 0.28 BEDROOM 2 0,28 MASTER BEDROOM _ 0.28 MASTER BATH 0.28 STAIR 0.28 BEDROOM 4 0.28 BEDROOM 3 0.28 ATTIC ROOM 0.28 ATTIC ROOM 0.28 ENTRY DOOR 0,20 GARAGE/DWELLING DOOR 0.20 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet inch Feet Inch 1 2 5 2 2 65 1 5 6 1 6 8 1 8 _ 1 3 3 6 1 5 5 1 4 2 3 2 2 1 4 4 1 6 4 1 4 4 1 2 1 6 4 1 4 4 1 6 46 1 4 4 6 1 3 6 8 1 2 8 6 8 Area 0.0 0.0 UA 0.00 0.00 Area 10.0 25.0 30.0 48.0 40.0 10.5 25.0 8.0 12.0 16.0 24.0 16.0 6.0 24.0 16.0 27.0 18.0 20.0 17.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 UA 2.80 7.00 8.40 13.44 11.20 2.94 7.00 2.24 3.36 4.48 6.72 4.48 1.68 6.72 4.48 7.56 5.04 4.00 3.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Area UA 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 107.10 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling_ loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2853 Heating System Tvpe: Contact Information *All Other Systems 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions [Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions ( Above Grade Walls (see Figure 1) Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions ( .. ,...... ,. . Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Location of Ducts Instructions 1 _ 0 V Instructions Design Temperature Difference (AT) 46 AT = Indoor (70 degrees) - Outdoor Design Temp 2,853 8.5 Conditioned Volume 24,251 U-Factor X Area 0.280 U-Factor 0.50 394 X Area U-Factor X 0.026 U-Factor X No selection Area 1,465 Area = UA 110.32 UA = UA 38.09 UA U-Factor X Area UA 0.056 2,565 143.64 U-Factor X 0.025 U-Factor X No selection Area 1,460 Area UA 36.50 UA F-Factor X Len 1 UA No selection --- F-Factor X Len UA No selection --- Duct Leakage Coefficient 1.10 Sum of UA 328.55 Envelope Heat Load 15,113 Btu / Hour Sum of UA X AT Air Leakage Heat Load 12,048 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 27,161 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,877 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,828 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 (07/01/13) FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2853-3 April 16, 2019 k EL:E. CITY OF TUKWILA APR 2 5 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2019 City of Tukwila BUILDING DIVISION D Job No. : 12-021 Location: 5528 South 149th Street Tukwila, Washington 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 Hoists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers , SEGA Engineers/ Project L2-2853 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 12-021 By: GAT Checked Date: 09/07/16 Sht Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category 11 Design Wind Speed 110 mph (Vuit) Kzt 1.00 Exposure Seismic Design Category Sips 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 L2-2853 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 12-021 By: GAT Checked Date: 02/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 3/4I Plywood 2.3 2 x 12 @ 12"oc 4.4 5/8" GWB 2.8 Misc. 1.5 11.5 psf LL Residential 40 psf Total Floor Load 51.5 psf DECKS DL 2 x Decking 4.3 psf 2x 10©16"oc 2.8 Misc 1.5 8.6 60 LL Residential 40 psf Total Deck Load WALLS 68.6 -48:fr psf DL Siding 3.5 1/2" Plywood 1.5 psf 2 x6© 16"oc 1.7 Insul 0.6 14" GWB 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers L2 - z,2953 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 5Ff:.., _. 60C1C.o? ) + toot M (? 4 ") (91)1" S 1,45 Lk, o dsc h �� P/aC g')3 Pi. r' m , 4-75rw 4. 34.1 "Jack Ci I \ se'-7/S' 3 0. 73�- r) 734°')(141•f = cr©j JOB NO. ' L ° FIGURED BY CHECKED BY DATE %jL SHEET Z. OF D 5c/Cr// - //-/S } V Zf4SP..vo /toot ►-to, T rUL 94--4. Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers LZ 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 Fe-cce 33YI'� o, k( 6,3"»)(l V= psk m47L( 3,z,v) (61 4itP 1.14 L* ti J'- /°&/G. VZiv0--- JOB NO. , i,? Z ( FIGURED BY e—ffiT CHECKED BY DATE, it5HEET3 OF 206 ,e,OA ,t oz Z. Ltc z4z !�4. Z Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 lv,= r*-1 /v4" NI = C1Jr()( d-.-zr� , I!- 1 Z -J Z l FIGURED BY CI A.7 CHECKED BY DATE �bc. SHEET 4 OF )dmpL t t .,)l4='?, ()1') L0,3 s( /'1Y)06 1) a17. Lp )(z-z3/,J 12- to ext 1) S /4-2 1ti SDI z len f C-s)(44'z 4-sa51 ( h 40,0 Cz)1 +p t,°(-' ?U:, 56°114 14 (141r1)tt ')- 3L.3%,ti-1)#/ V J 4‘ C9111-S—' )?. c���Za.gr )tJO. 13AAH e_Ce, yr ©77-) o Ae /7, rt r-1 (©1irr/r')t/7f i.� ,?r(o,/y)e /,� ') t _ /r,. LC 1 7 '11 d,)) y, kIesgg Of. Copyright 2012, SEGA Engineers • SEGA Engineers / Structural & Civil Consulting Engineers Project L2-2853 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 12-021 By: GAT Checked Date: 06/08/13 Sht. (0 LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SOS W R where, F = 1.1 Two-Sto Building Sos = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor = Eq. 12.14-11 (Table 11.4-1, S, > 1.25) (28ft) ( 44 ft) (16 psf)+ (2) (28ft+ 44ft) (4.0ft) (9.5psf) = 25 kips (28ft) ( 50 ft) (14 psf)+ (2) (28 ft+ 50 ft) (8.5ft) ( 9.5 psf) = 32 kips Design Base Shear , V = ( .169 ) (57 kip ) E = 9.7 kip 1.4 9.7 kip 6.9 kip W total = _57 kips WIND Design Wind Pressure, Ps = X Ke pin Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0 -15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kit = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Fo - is = (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) Vvb = ( 30 ft ) ( 10 ft ) (17.7psf) • ( 30 ft) ( 5 ft) (17.7 psf) + ( 30 ft) ( 5ft) (17.7psf) • ( 30 ft ) ( 5 ft ) (17.7psf) + (30 ft) (1 ft ) (18.6 psf) =13.8 x 0.6 = 8.3 kips Vsi, = ( 57 ft ) ( 10 ft) (17.7psf) + ( 52 ft ) ( 5 ft ) (17.7 psf) + ( 45 ft ) ( 5 ft ) (17.7psf) + ( 17 ft) ( 5 ft) (17.7psf) + (5 ft) (1 ft ) (18.6 psf) =20.3 x 0.6 = 12.2 kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT, Lz_ ZSS3 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ` Iu.. uh4 RANt 1(2)a)144 ♦�+S6 Z.B�y r „04.0esi fte�G . Up'- Z,©41', 4 (lz\ (id,c ),:3Zs 4,94t4/ ,- 3r-s Vie; �Sp4 Pz '#-/ .r14- 3` -3,� /'L'- �¢S4 ant ofnoN: /4' +ii -7511- ltosiqe- spci- JOB NO. it. "'flZ/ FIGURED BY — CHECKED BY DATEE2i�1.L SHEET/OF 4' Lvite �� t9 17 r� Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT GZ_ / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 fikS4 t a,.Sl = zrdr- ,173 /7400 JOB NO. FIGURED BY Ar CHECKED BY DA SHEET OF �d )c io. 4�"'�-� 31 r7 it z .3.. 1 7 .1. 30.5"7'S /71' J)•1 e41 I SftL L 4 r I 1 1 4_ -s �r- c ei-ti4L rp> Cg-Vtlueiti cski0.474( 414-41 f3 3,4'1.: /4-5. S,SZ3* 44t s'11/ tvi sir —us Copyright 2012, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 hiat- \�8 14. 6, `i� 3AA 1 it ze r6 ` r D fF_ Vg.= C fl ( d )00,i[rlt) z ,o AS14-b = 3Fr JOB NO. rt. z1 FIGURED BY (A r CHECKED BY DATE ,/ LSHEET Q OF ' Copyright 2012, SEGA Engineers /Structural & Civil Consulting Engineers PROJECT 1_2 -26 .. 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 888-1016 12-021 FIGURED BY GAT CHECKED BY DATE 02/21/12 SHEET J OF J SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2' OSB or CDX 8d @ 6" o.c. 5/8 @ 60" o.c. Qall = 230 plf B> / '/2" OSB or CDX 8d @ 4'" o.c. 518' @ 32" o.c. Qall = 350 plf V 1> '12' OSB or CDX See Detail 8d @ 3" o.c. 12/S2.0 for Construction 5/8' @ 16" o.c. Qall = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. Notes: 1) All walls designated " >" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1, 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable Toads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Mil MiTekl) Re: B1802361 L2-2853-31, Plan The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4531408 thru K4531427 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2019 City of Tukwila BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision RECEIVED CITY OF TUKWILA An 2 5 2ai9 PERMIT CENTER DIA- OR April 23,2018 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. Job Truss Truss Type 01y Ply L2-2853-3L Plan K4531408 B1802361 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-3-01 5-3-1 8-7-5 12-1-4 18- - 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 5x8 10x16 MT2OHS 16 TOO 112 3x8 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44;51 2018 Page 1 labsK4AVV9Sgg?oevYFKegYuzFKFj-wfHa0fK3nsyWaJD4NV2457gwa9ijiDZITHyyWP2NsMA _2-15 39-6-0 lo-9-q 7-5 5 3-4-3 5-3-1 1-3-0 8a8 7 2x4 II 2x4 II 2x4 II 14 8x16 MT2OHS = 3x8 II 10x16 MT2OHS 12 5x8 = 12-1-4 27-4-12 32-6-13 39-6-0 5-2-1 15-3-8 5-2-1 6-11-3 Scale' 1:78.6 Plate Offsets (X,Y)-- 43;0-0-0.0-0-0].1430-0-0.0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015TTP12014 CSI. TC 0.74 BC 0.59 WB 0.63 (Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) -0.52 13-15 >902 240 Vert(CT) -0.76 13-15 >616 180 Horz(CT) 0,05 10 n/a n/a Attic -0.22 13-15 817 360 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 345 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x10 OF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=-172(LC 6) Max Gray 2=2098(LC 14), 10=2098(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3516/0, 3-4=-3276/0, 4-5=-2476/0, 5-6=-25/451, 6-7=-25/451, 7-8=-2476/0, 8-9=-3276/0, 9-10=-3517/0 BOT CHORD 2-16=0/3090, 15-16=0/3097, 14-15=0/2609, 13-14=0/2609, 12-13=0/2969, 10-12=0/2961 WEBS 5-17=-3065/0, 7-17=-3065/0, 4-15=0/1361, 8-13=0/1361, 3-15=-931/65, 9-13=-931/65, 9-12=-457/237, 3-16=-457/237 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; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; enclosed; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 11) "Semi-r(gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A111-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTele19 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, Inc building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 1510 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 ancl bracing of trusses and truss systems, see ANSITTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 111111111111I. MiTeIC 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531409 B1802361 A02 ATTIC 2 1 Job Reference (optional) ProBuild Arlington, 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:52 2018 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-OrryM_KhXA4NCToHxCZJeLN5JY2yRgpRixiW2szNsM9 11-3-01 5-3-1 I 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 i 77-4-12 I 30-10-11 I 34-2-15 I 39-6-0 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0 2 Arlington,WA 98223 10x16 MT2OHS 7.00 ) 12 4 16 15 3x6 II 6-11-3 I 12-1-4 6-11-3 5-2-1 8x8 3x6 = 8x8 = 14 8x16 MT2OHS = 27-4-12 15-3-8 3x6 = 7 Plate Offsets (X.Y)-- 2:0-4-0.0-1-11j. [4;0-6-0.0-0-B1. [8:0-6-0.0-0-81, [10:0-4-0,0-1-111. 113:0-3-8.0-6-Oj, [15:0-3-8,0-6-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.74 BC 0.59 WB 0.63 (Matrix) 3x8 II 8 Scale = 1:76.6 10x16 MT2OHS 10 13 12 5x8 8x8 32-6-13 5-2-1 DEFL, in (loc) I/defl Ud Vert(LL) -0.52 13-15 >902 240 Vert(CT) -0.76 13-15 >616 180 Horz(CT) 0.05 10 n/a n/a Attic -0.22 13-15 817 360 3x6 II 39-6-0 6-11-3 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 292 Ib FT = 20% 4 6 LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=-172(LC 6) Max Gray 2=2098(LC 14), 10=2098(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3516/0, 3-4=-3276/0, 4-5=-2476/0, 5-6=-25/451, 6-7=25/451, 7-8=-2476/0, 8-9=-3276/0, 9-10=-3517/0 BOT CHORD 2-16=0/3090, 15-16=0/3097, 14-15=0/2609, 13-14=0/2609, 12-13=0/2969, 10-12=0/2961 WEBS 5-17=-3065/0, 7.17=-3065/0, 4-15=0/1361, 8-13=0/1361, 3-15=-931/65, 9-13=-931/65, 9-12=-457/237, 3-16=-457/237 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45f1; L=24ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psi) applied only to room. 13-15 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Attic room checked for U360 deflection. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-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 alweys 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 ANSIfTP11 Quality Cntetla, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. April 23,2018 MITek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531410 B1802361 A03 ATTIC 6 1 Job Reference (opfoonal) ProBuild Arlington, Arlington,WA 98223 11.3-p 5-3-1 8-7-5 1 12-1-4 I 16-1.11 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 5x8 = 10x16 MT2OHS i 15 3x6 II 7.00 12 3x8 II 4 14 8x8 = 3x6 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:53 2018 Page ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-51PKaKLJI IJCEgdNTVw4YAYvGny08A69awbR3alzNsM8 19-9-0 I 23-4-5 I 27-4-12 I 30-10-11 j 34.2-15 4 39-6-0 _1 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 8x8 = 13 8x16 MT2OHS = 6-11-3 1 12-1-4 27-4-12 6-11-3 5-2-1 15-3-8 Plate Offsets (X Y)— 2:0-4-0 0-1-11).[4:0-6-0.0-0-8].18:0-6-0.0-0-8j.110:0-1-15.0-0-1j.[12:0-3-8.0-6-0].[14:0-3-8.0-6-4] 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 0.76 BC 0.59 WB 0.69 (Matrix) 3x8 11 8 12 8x8 = 32-6-13 DEFL. in (loc) I/deft Ud Vert(LL) -0.52 12-14 >901 240 Vert(CT) -0.76 12-14 >615 180 Horz(CT) 0.05 10 n/a n/a Attic-0.2212-14 816 360 5-2-1 10x16 MT2OHS 11 3x6 II 39-6-0 6-11-3 Scale = 1:75.9 5x8 = PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 290 Ib FT = 20% I0 0 LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3: 2x4 HF No.2, 9-10: 2x4 HF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 HF Stud *Except* JOINTS 1 Brace at Jt(s): 16 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1867/0-5-8, 10=1759/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2106(LC 14), 10=2011(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3532/0, 3-4=-3302/0, 4-5=-2497/0, 5-6=-21/455, 6-7=-18/456, 7-8=-2492/0, 8-9=-3312/0, 9-10=-3596/0 BOT CHORD 2-15=0/3095, 14-15=0/3103, 13-14=0/2622, 12-13=0/2622, 11-12=0/3063, 10-11=0/3056 WEBS 5-16=-3094/0, 7-16=-3094/0, 4-14=0/1371, 8-12=0/1401, 3-14=-926/64, 9-12=-1016/73, 9-11=-436/240, 3-15=-469/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. April 23,2018 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 MiTekd9 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. M MiTek' 250 Klug Circle Corona, CA 92880 • Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531411 B1802361 AO3F ATTIC 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:54 2018 Page 1 I D: bsK4AVV9Sgq9oevYFKegYuzFKFj-LEzingMx3nK5Rmxf3dbnjm SRXMiHvZik9F Bd7kzNsM7 11-3q 5-3-1 81-&.. l 12-1-4 18-1-11 ( 19-9-0 23-4-5 27-4-12 30-10-1111 34-2-15 ( 39-6-0 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 5x8 = 8x8 16 7.00 12 3x8 = 3x8 II 4 15 14 3x6 II 12x12 = 2x4 = 8x8 = 8x8 = 13 . 8x16 MT2OHS = 3x8 = 7 3x8 II 8 12 Scale = 1:87.7 10x16 MT2OHS 11 8x8 = 3x6 II 6-11-3 9-10-11 112-1-4 1 27-4-12 32-6-13 6-11-3 2-11-8 2-2-10 15-3-8 5-2-1 Plate Offsets (X.Y)— 2:0-4-0.0-1-111,[4:0-6-0.0-0-81.[8:0-6-0.0-0-81.[10:0-1-15.0-0-11.[12:0-3-8.0-6-4L [14:0-3-8,0-6-8L [15:0-4-0.0-3-12] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.76 BC 0.72 WB 0.67 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.51 12-14 >924 240 Vert(CT) -0.75 15 >625 180 Horz(CT) 0.05 10 n/a n/a Attic-0.2712-14 687 360 5x8 = 39-6-0 6-11-3 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 289 lb FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3: 2x4 HF No.2, 9-10: 2x4 HF No.1&Btr BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except" 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1901/0-5-8, 10=1770/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2140(LC 14), 10=2022(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3149/0, 3-4=-3367/0, 4-5=-2550/0, 5-6=0/524, 6-7=0/495, 7-8=-2568/0, 8-9=-3394/0, 9-10=-3609/0 BOT CHORD 2-16=0/2674, 15-16=0/2734, 14-15=0/2734, 13-14=0/2706, 12-13=0/2706, 11-12=0/3077, 10-11=0/3068 WEBS 5-17=-3280/0, 7-17=-3280/0, 14-19=0/1383, 4-19=0/1399, 8-12=0/1415, 9-12=-988/77, 9-11=-526/213, 6-17=0/252, 16-18=-978/75, 3-18=-952/79 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; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp 6; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) ' This truss has been designed for a live 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17, 18-20, 19-20 7) Bottom chord live Toad (40.0 psf) and additional bottom chord dead Toad (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 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 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, April 23,2018 Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-31_ Plan K4531412 B1802361 A04 ATTIC 1 Job Reference (optional) ProBuild A ngton, Arlinglon,WA 98223 11-3-0 1-3-0 5-3-1 5 15 3x6 II 12-1-4 5-2-1 14 5x8 7.640 s Aug 16 2017 MiTelc Industries, Inc. Mon Apr 23 09:44:55 2018 Page ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-pQX5?0Nag5Sy3wWscL60Fz_mm8Qe5Bt0vwAfBzNsM6 30-10-11 42-15 39.6-0 4-0.7 3.7.5 3.7.5 4.0.7 3-5-15 3-4-3 5-3-1 0:0-1-15.0-D-1j.[120-3-8,0-2-8] [14:0-3-8 0.2-8] 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 NO Code IRC2015/TP12014 CSI, TC 0.54 BC 0.34 WB 0.33 (Matrix) 8x8 = 3x6 = 7 13 8x12 77-4-12 15-3-8 12 5x8 3x8 II DEFL. in (loc) 1/dell Ud Vert(LL) -0.30 12-14 >999 240 Vert(CT) -0.45 12.14 >999 180 Horz(CT) 0.03 10 n/a n/a Attic -0.13 12-14 1407 360 2 1oxlo 9 11 3x6 II ( 5x8 0 PLATES GRIP MT20 185/148 Scale = 1:75.9 { Weight: 580 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 REACTIONS. (lb/size) 2=2261/0-5-8, 10=1931/Mechanical Max Horz 2=170(LC 7) Max Uplift2=-109(LC 8) Max Gray 2=2511(LC 30), 10=2187(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16 FORCES. (Ib) - Max: Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4360/204, 3-4=-3900/139, 4-5=-2844/124, 5-6=-49/576, 6-7=-28/528, 7-8=2891/142, 8-9=-3819/110, 9-10=-3900/28 BOT CHORD 2-15=-114/3819, 14-15=-112/3819, 13-14=0/3054, 12-13=0/3054, 11-12=0/3339, 10-11=0/3323 WEBS 5-16=-3706/203, 7-16=-3706/203, 4-14=-97/1875, 8-12=-1/1617, 3-14=-1317/207, 9-12=-820/240, 9-11=-662/201, 6-16=0/279, 3-15=-423/459 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x31 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 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 ANSVTPI1 Quality Criteria, DS13-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plen K4531412 B1802361 A04 ATTIC 1 2 Job Reference (optional] ProBuild Arlingto Arlington, A 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:55 2018 Page 2 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-pQX5?0Nag5Sy3wWscL60Fz_1hm8Qe5BtOvwAfBzNsM6 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 579 Ib down and 213 Ib up at 12-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 13) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 2-10=-16, 1-4=-70, 4-5=80, 5-6=-70, 6-7=-70, 7-8=-80, 8-10-70, 5-7=10 Concentrated Loads (Ib) Vert: 14=-565(F) jl WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEN REFERENCE PAGE M0.7473 rev. 10/03/201S BEFORE USE. Design valid for use only w4h 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 andlor chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 duality Criteria, D5B-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531413 B1802361 A05 GABLE 1 1 Job Reference (optional) ProBudd Arlington, ArlingtonWA 98223 5x8 = 1008 MT2OHS 2x4 1 2x4 II 2x4 II 15 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44;56 2018 Page ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-Hc5TCMNCbPaph452A2c1FoBXjcAPtNTVlcZgjBdzNsM5 12-1-4 18-1-11 19-9,0 1 73-4-5 I 27-4-12 30-10-11 34-2-15 1 39-6-0 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 7.00 112 3x8 11 14 8x8 8x8 = 13 8x16 MT2OHS = 3x8 11 12 8x8 = 10x16 MT2OHS 11 8-11-3 I 12-1-4 27-4-12 32-6-13 39-6-0 6-11.3 5-2-1 15-3-8 5-2-1 6-11-3 Scale = 1:77.8 Plate Offsets (X,Y)-- (2:0 4-0,0-1-11], [4:0-6-0,0-0-8], [8:0-6-0,0-0-8], [10:0-4-0,0-1-11], [12:0-3-8,0-6-0], [14:0-3-8,0-6-0], [35:0-0-0,0-0.0], [39:0-0-0,0-0-0], [39:0-0-0,0-0-0], 42:0-0-0 0-0-0] [42'0-0-0 0-0-0] LOADING (psf) TCLL 25.0 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 0.98 BC 0.59 WB 0.65 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.52 12-14 >901 240 Vert(CT) -0.76 12-14 >616 180 Horz(CT) 0.05 10 n/a n/a Attic-0.2212-14 817 360 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 343 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1861/0-5-8, 10=1753/0-5-8 Max Horz 2=169(LC 7) Max Gray 2=2099(LC 14), 10=2007(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row al midpt 5-16, 7-16 JOINTS 1 Brace at Jt(s): 16 FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3519/0, 3-4=-3280/0, 4-5=-2480/1, 5-6=-26/451, 6-7=-24/451, 7-8=-2478/0, 8.9=-3286/0, 9-10=-353010 BOT CHORD 2-15=0/3084, 14-15=0/3092, 13-14=0/2605, 12-13=0/2605, 11-12=0/2993, 10-11=0/2985 WEBS 5-16=-3069/0, 7-16=-3069/0, 4-14=0/1362, 8-12=0/1377, 3-14=-930/63, 9-12=960/76, 9-11=-460/218, 3-15 -459/236 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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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/I-PI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection, 4 WARNING - Verify design parameters and READ NOTES out THIS AND INCLUDED MITER 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 individuaI building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design irrto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531414 B1802361 A06 Common 1 1 Job Reference (optionall ProBuild Arlington, Arlington, WA 98223 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:57 2018 Page 1 I D: b s K4A VV9Sgq?oevYFKeg Y u zF KFj-I pfrPi 0q M i ifl EgEkl8 U L 04_XZpZ6zmArD P Hj3zN s M4 -1-3-0 ) 7-3-14 1 12-1-8 1-3-0 7-3-14 4-9-10 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 7.00 12 7-3-14 7-3-14 CS!. TC 0.58 BC 0.36 WB 0.46 (Matrix) 3x6 3x4 I I 4 6 5 2x4 II 12-1-8 4-9-10 3x4 = DEFL. in (loc) I/defl Ud Vert(LL) -0.08 2-6 >999 240 Vert(CT) -0,15 2-6 >914 180 Horz(CT) 0,01 5 n/a n/a Scale = 1:43.6 PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=499/Mechanical, 2=615/0-5-8 Max Horz 2=183(LC 7) Max Uplift5=-11(LC 5), 2=-16(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=599/4 BOT CHORD 2-6=-29/411, 5-6=-29/411 WEBS 3-6=0/264, 3-5=-557/38 NOTES- 1) Wind: ASCE 7-10; Vutt=ll0mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25f1; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 11 Ib uplift at joint 5 and 16 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks including 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 MITES( REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses ant) truss systems, see ANSI/TPI1 Quality Criteria, DS8.89 and BCSI Building Componem Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, April 23,2018 Tek 250 Klug Circle Corona, CA 92880 • • Job Truss Truss Type Q Ply1 L2-2853-3L. Plan K4531415 B1802361 801 GABLE Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1.1-1-61 5-9-15 1-1-6 5-9-15 5-9-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:4458 2018 Page 1 labsK4AVV9Sqq?oevYFKegYuzFKFI-D?D0d2PS70qVVw0FQ1Tgjtcc6Fz3urRtK4t9qGVzNsM3 10-11-8 112-3-n 18-2-1 5-1-9 1-3-8 5-11-1 6-3-15 1-1-6 10-11-8 3x6 II 4x12 11 5x8 = 3x4 3x4 4.00 112 17-6-0 3x4 3x6 29- 6-0 en 04 Scale = 1:56.8 Plate Offsets (X Y1-- [2-0-3-8 Edge1,40-6-0 0-0-121 [4:0-5-11.Edgel 17:0-0-13,Edgej. [100-5-0,0-2-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.74 WB 0.40 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.15 9 >999 240 Vert(CT) -0.27 9-10 >999 180 Horz(CT) 0.18 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* 5-9.5-10: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1191/0-5-8, 7=1158/0-5-8 Max Horz 2=125(LC 7) Max Uplifl2=-50(LC 8), 7=-30(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-33=-1691/43, 33-34=-1595/48, 3-34=-1544/67, 3-4=-1213/84, 4-5=-1054/107, 5-6=-2597/55, 6-7=-2787/0 BOT CHORD 2-35=0/1324, 35-36=0/1324, 11-36=0/1324, 11-37=0/1324, 37-38=0/1324, 10-38=0/1325, 9-10=0/937, 7-9=0/2317 WEBS 3-10=-523/77, 5-9=0/1822, 6-9=-277/106, 5-14=-63/329 Structural wood sheathing directly applied or 2-5-15 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) VVind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24f1; eave=4ft; Cat. II; Exp B; enclosed; MVVFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 studs spaced at 1-0-0 oc, 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building'designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint 2 and 30 Ib uplift at joint 7. 10) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 Ib down and 23 Ib up at 2-0-0, and 31 Ib down and 23 Ib up at 4-0-0 on top chord, and 6 Ib down at 2-0-0, 6 Ib down at 4-0-0, 31 Ib down and 16 Ib up at 6-0-0, and 31 Ib down and 16 Ib up at 8-0-0, and 31 Ib down and 16 Ib up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev, 10/03/201S BEFORE USE, Design valid lor use only wah 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, verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Addttionat temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DS0-89 and SCSI Building Component Safety Information available from Truss Plate Instate, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-31 Plan K4531415 B1802361 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-8=-70, 2-10=16, 9-10=-16, 7-9=-16 Concentrated Loads (lb) Vert: 11=31(8) 37=-31(8) 38=-31(B) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:58 2018 Page 2 lD: bsK4A W9Sgq?oevYF KegYuzF KFj-D?D Dd2PS70q WwOF OlTgjtcc6Fz3urRtK4t9gG VzNs M3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 10/D3/2015 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members Dory. 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/TPIM Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531416 B1802361 B02 Scissor Truss 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 I-t-1-61 1-1-6 5-9-15 5-9-15 2x4 II 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:44:58 2018 Page ID: bsK4A VV9Sgq?oevYFKegYuzFKFj-D?DDd2PS70q WwOFQITgjtcc8cz49rR?K4t9gGVzN sM3 10-11-8 112-3-0 18-2-1 24-6-0 5-1-9 1-3-8 5-11-1 6-3-15 1-1-6 5-9-15 I 10-11-8 5-9-15 5 1-9 Plate Offsets (X Y)-- 2:0-3-9 0-1-8j [6 0-0-13 Edge] 19:0-5-0 0-2-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ' BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.69 BC 0.66 WB 0.39 (Matrix) 5x8 = 4x6 II 4.00 12 17-6-0 6-6-8 2x4 11 DEFL. in (loc) I/deft Ud Vert(LL) -0.17 8 >999 240 Vert(CT) -0.32 8-9 >916 180 Horz(CT) 0.19 6 n/a n/a 20 7-0-0 Scale = 1:53.1 { PLATES GRIP MT20 185/148 Weight: 100 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-8,4-9: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1128/0-5-8, 6=1128/0-5-8 Max Horz 2=128(LC 7) Max Uplift2=-14(LC 8), 6=-14(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1546/6, 3-4=-1122/62, 4-5=-2530/11, 5-6=-2692/0 BOT CHORD 2-10=0/1188, 9-10=0/1188, 8-9=0/863, 6-8=0/2236 WEBS 3-9=-479/56, 4-8=0/1824, 5-8=-340/103 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 2 and 14 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil M?ek' 250 Klug Circle Corona, CA 92880 ♦ Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531417 B1802361 B03 COMMON GIRDER 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 13 5x8 5-10-11 1-6-11 7-5-6 { 12 3.0 4-9-10 8.00 12 2x4 \\ 3x6 i 2 { 4x12 II 3 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:00 2018 Page 1 ID: bsK4AW9Sgq?oevYFKegYuzFKFj-90K_2kQitd4E9hPpPuiBy1 iRyng4JJZcXBexKOzNsM1 17-0-10 { 18-7-5 { 24-6-0 7 4-9-10 1-6-11 5-10-11 2x4 5 3x4 -� 6 14 12 15 16 17 11 18 19 20 21 10 9 22 23 8 3x8 // 10x10 = 8x12 = 12x12 = 4-1-8 { 9-3-10 { 15-2-13 4-1-8 5-2-2 5-11-2 Plate Offsets (X.Y)-- [9:0-6-0.0-7-8]. [10:0-2-13.0-4-0]. [11:0-5-0.0-6-12]. 112:0-5-8.0-0-121 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 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except' 4-11,4-9: 2x4 HF No.2 REACTIONS. (Ib/size) 1=12022/0-5-8, 7=9442/0-5-8 Max Horz 1=-114(LC 23) Max Gray 1=13241(LC 2), 7=10314(LC 2) CSI. TC 0.83 BC 0.44 WB 0.52 (Matrix) { 20-4-8 5-1-11 DEFL. in (loc) I/defl Lid Vert(LL) -0.15 9-11 >999 240 Vert(CT) -0.25 9-11 >999 180 Horz(CT) 0.03 7 n/a n/a 3x10 \\ { Scale = 1:55.2 5x8 '' 24-6-0 4-1-8 PLATES GRIP MT20 185/148 Weight: 684 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17951/0, 2-3=14552/0, 3-4=-14501/0, 4-5=-14415/0, 5-6=-14466/0, 6-7=-16931/0 BOT CHORD 1-13=0/14928, 13-14=0/14928, 12-14=0/14928, 12-15=0/13409, 15-16=0/13409, 16-17=0/13409, 11-17=0/13409, 11-18=0/9251, 18-19=0/9251, 19-20=0/9251, 20-21=0/9251, 10-21=0/9251, 9-10=0/9251, 9-22=0/12998, 22-23=0/12998, 8-23=0/12998, 7-8=0/14075 WEBS 2-12=0/3333, 2-11=-1957/0, 4-11=0/8448, 4-9=0/8131, 6-9=-1476/0, 6-8=0/2371 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 4-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X10- 2 rows spaced at 2-0-0 o.c 2x4- 1 row spaced at 2-0-0 o.c. 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=l lomph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4,8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1961 Ib down at 0-6-12, 1956 Ib down at 2-6-12, 1956 Ib down at 4-6-12, 1956 Ib down at 6-6-12, 1956 Ib down at 8-6-12, 1956 Ib down at 10-6-12, 1967 Ib down at 12-6-12, 1967 Ib down at 14-6-12, 1967 Ib down at 16-6-12, and 1967 Ib down at 18-6-12, and 2101 Ib down at 20-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 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 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. 1M1[" MiTek' 250 Klug Circle Coruna, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531417 B1802361 B03 COMMON GIRDER 1 4 Job Reference (optonal) ProBuild Arlington, Arlington,WA 98223 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:00 2018 Page 2 IO:bsK4AVV9Sgq?oevYFKegYuzFKFj-90K_2kQifd4E9hPpPuiByliRyng4JJZcXBexKOzNsM1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (lb) Vert 10=-1754(F)8=-1915(F)13=-1749(F)14=-1743(F)15=-1743(F)16=-1743(F)17=-1743(F)18=-1743(F)20=-1754(F)22=-1754(F)23=-1754(F) 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 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, DSS-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531418 B1802361 C01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1.1.6 1 7-0-0 1-1-6 7-0-0 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 4x4 = 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:00 2018 Page 1 ID bsK4AVV9Sgq?oevYFKegYuzFKFj-90K_2kQifd4E9hPpPuIBy1iZJnuXJQYcXBexKOzNsM1 14-0-0 15-1-6 7-0-0 1-1-6 Scale = 1:31.1 co N kw•Av v.rm�p rwwwwwii tam mimy.wwwww•k•••2p.m' r 2:0-0-13.Edgel. 16:0-0-13. Edgej SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 7-0,0 7-0-0 CST. TC 0.29 BC 0.16 WB 0.07 (Matrix) 14-0-0 7-0-0 DEFL. in (loc) Udell Vert(LL) 0.02 7 n/r Vert(CT) 0.03 7 n/r Horz(CT) 0.00 6 n/a Ud 120 120 n/a PLATES GRIP MT20 185/148 Weight: 47 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 6-0-0 oc bracing. REACTIONS. All bearings 14-0-0. (Ib) - Max Horz 2=-77(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 9 except 2=263(LC 17), 6=263(LC 18), 10=441(LC 1), 8=441(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. WEBS 3-10=-337/81, 5-8=-337/81 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; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 7) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8, 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 10) "Semi -rigid pitchbreaks including 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 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. Mi- MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531419 B1802361 CO2 Scissor Truss 2 1 Job Reference (optional) ProBuild Arli on, Arlington, WA 98223 -1-1-6 1-1-6 ate Otfse LOADING (psf) TCLL 25,0 TCDL 10.0 BCLL 0.0 • BCDL 8,0 4: Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:01 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-dauMF3RKQxC5nr ?zbDQVEEcnB992ggmmrNUsqzNsMO 7-0-0 l 14-0-0 I 75-1-6 7-0-0 7-0-0 1-1-6 7-0-0 7-0-0 CS!. TC 0.82 BC 0.45 WB 0.26 (Matrix) 4x6 = 14-0.0 7-0-0 DEFL. in (loc) Ildefl L/d Vert(LL) -0,09 4-6 >999 240 Vert(CT) -0.19 4-6 >844 180 Horz(CT) 0.08 4 n/a n/a Scale = 1:30.8 PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=824/0-5-8, 4=669/0-5-8 Max Horz 2=-77(LC 23) Max Uplift2=-30(LC 8), 4 —24(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1149/0, 3-4=-1144/0 BOT CHORD 2-6=0/890, 4-6=0/892 WEBS 3-6=0/691 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other rive 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSIITP! 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 38 Ib up at -0-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=70, 3-5=-70, 2-6=-16, 4-6=-16 Concentrated Loads (Ib) Vert: 7=-141 April 23,2018 yr WARN7Nli • Verify design parameters end READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE. Daslgn valid for use only with MiTek6r connectors. This design is based only upon parameters shown, and Is for an indiylduel 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 (or 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply L2-2853-3L Plan K4531420 81802361 D01 CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7-5-14 7-5-14 5x8 3x4 = 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:01 2018 Page ID:CZNM?mhg9cNyup71p07_MOzEfwj-dauMF3RKOxC5nr ?zbDOVEEdhB2Z2sjmmrNUsgzNsMD 12-0-11 1 6- 200 LL 21-5-4 2-0-11 0.5- 7-5-14 1-5-4 3x4 = 543 7 3x4 = 743 - 2 12-f'113 743 0- -11 5-0-4 0-1-11 7-4 Scale = 1:38.9 vr LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TP12014 CSh TC 0.76 BC 0.94 WB 0.14 (Matrix) DEFL. in (loc) I/dell Lid Vert(LL) -0.09 6-8 >999 240 Vert(CT) -0.27 6-8 >858 180 Horz(CT) 0.08 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except 3-5: 2x6 DF 2400F 2.0E 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=1650/0-5-8, 6=1657/0-5-8 Max Horz 2=-51(LC 6) Max Uplift2=-112(LC 8), 6=-114(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2803/256, 3-10=-2430/247, 10-11=-2430/247, 4-11=-2430/247, 4-12=-2444/252, 5-12=-2444/252, 5-6=-2819/260 BOT CHORD 2-9=-150/2458, 9-13=-170/2475, 13-14=-170/2475, 14-15=-170/2475, 8-15=-170/2475, 6-8=-154/2444 WEBS 3-9=0/369, 5-8=0/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45f1; L=24f1; eave=411; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=112, 6=114. 7) Girder carries hip end with 8-0-0 right side setback, 8-0-1 left side setback, and 6-0-0 end setback. 8) "Semi -rigid pitchbreaks including 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 497 Ib down and 131 Ib up at 12-5-8, and 497 Ib down and 131 Ib up at 7-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 April 23,2018 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shorn, 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 ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531420 B1802361 D01 CALIFORNIA TRUSS 1 1 Jab Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:01 2018 Page 2 ID: CZNM?mhg9cNyup71 p07_MOzEfwj-dauM F 3RKQxC5nr_?zbDQVEEdhB2Z2sjmmrN UsgzN sM0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=-70, 3-10=-70, 5-10=-132, 5-7=-70, 2-6=-30(F=-14) Concentrated Loads (lb) Vert: 3=-420 5=-420 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 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 B3802361 Truss D02 Truss Type Qty 1 Ply 1 L2-2853-3L Plan K4531421 Common Truss Job Reference (optional) ProBuild Arlington, -1-5-4 1-5-4 3x6 = LOADING (psi) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 Arlington, WA 98223 5-8-7 5-8-7 10-0-0 10-0-0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015fTPI2014 { 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:02 2018 Page ID:CZNM?mhg9cNyup71 p07_MOzEfwj-6mSkTPSzBFKyP?ZCXJkf2SnuAaPOnIkv?V72PHzNsM? 10-0-0 l 14-3-19 20-0-0 I 21-5-4 4-3-10 4-3-10 5-8-7 1-5-4 CSI- TC 0.33 BC 0,79 WB 0.22 (Matrix) 4x4 = 3x8 = 20-0-0 10-0-0 DEFL. in (loc) I/defl Ud Vert(LL) -0.21 2-8 >999 240 Vert(CT) -0,40 2-8 >593 180 Horz(CT) 0.04 6 n/a n/a Scale = 1:37.9 3x6 = PLATES GRIP MT20 185/148 Weight: 71 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=957/0-5-8, 6=957/0-5-8 Max Horz 2=-68(LC 6) Max UpI6t2=23(LC 8), 6=23(LC 8) FORCES. ((b) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1380/18, 3-4=-1019/9, 4-5=-1019/9, 5-6=-1380/18 BOT CHORD 2-8=0/1150, 6-8=0/1150 WEBS 4-8=0/579, 5-6=-383/66, 3-8=-383/66 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-9 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) VJmd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=256; B=456; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 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 including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek'8 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 andlor 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. April 23,2018 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531422 B1802361 D03 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 Arlington,WA 98223 5-8-7 5-8-7 10-0-0 10-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 10-0-0 4-3-10 CSI. TC 0.43 BC 0.81 WB 0.23 (Matrix) 4x4 = 3x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:02 2018 Page ID:CZN M?mhg9cNyup71 p07_MOzEfwj-6mSkTPSzBFKyP?ZCXJkf2SnIZaPnnIXv?V72PHzNsM? 14-3-10 I 20-0-0 21-5-4 4-3-10 5-8-7 1-5-4 2x4 4 20-0-0 10-0-0 DEFL, in (loc) 1/defl Lid Vert(LL) -0.22 1-7 >999 240 Vert(CT) -0.42 1-7 >555 180 Horz(CT) 0.04 5 n/a n/a Scale = 1:37.0 ( PLATES GRIP MT20 185/148 Weight: 69 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 1=835/0-5-8, 5=962/0-5-8 Max Horz 1=-67(LC 6) Max Uplift5=-24(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/28, 2-3=1033/13, 3-4=-1031/12, 4-5=-1391/22 BOT CHORD 1-7=0/1179, 5-7=0/1160 WEBS 3-7=0/595, 4-7=-383/66, 2-7=-406/76 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1-3 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.opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, WARNING • Veelly 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 ANSIITPI1 Quality Criteria, 05B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. INN lUlll- MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531423 B1802361 E02 Common Truss 5 1 Job Reference (optional) ProBuild Arlington, LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 Arlington,WA 98223 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud ( -1-1-6_ { 3-3-0 1.1.6 3-3-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09;45:03 2018 Page I D:bsK4A VV9Sgq?oevYFKegYuzFKFj-az06gITbyY Sp098040 FuafK6I_wvWoz3D9sbxjzNs M_ { 4x4 = 2-2- 5-5-8 2-2-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.11 WB 0.03 (Matrix) DEFL. in (Ioc) Iidefl L/d Vert(LL) -0.01 6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a REACTIONS. (Ib/size) 2=325/0-5-8, 5=206/0-1-8 Max Horz 2=48(LC 7) Max Uplift2=-28(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Scale = 1:18,6 ( PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=67mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi -rigid pitchbreaks including 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 properly damage, For general guidance regarding ISa 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. MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Oty Ply L2-2853-3L Plan K4531424 B1802361 E04 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 Plate Offsets (X Y)— [5:E•ge 0-2-01 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 -1-1-6 1-1-6 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.19 WB 0.04 (Matrix) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:03 2018 Page ID: bsK4AW 9Sgq?oevYFKegYuzFKFj-az06gITbyYSp098040FuafK4x_vj Wop3D9sbxjzNsM_ 3-3-0 1 5-5-8 3-3-0 2-2-8 3-3-0 3-3-0 4x4 = 5-5-8 2-2-8 DEFL. in (loc) I/dell Vert(LL) -0.01 2-6 >999 Vert(CT) -0.02 2-6 >999 Horz(CT) 0.00 5 n/a Ud 240 180 n/a Scale = 1:18.8 16 PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=368/0-5-8, 5=269/0-1-8 Max Harz 2=48(LC 24) Max Uplift2=-33(LC 8) Max Gray 2=376(LC 17), 5=275(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-275/24 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) "Semi -rigid pitchbreaks including 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) 153 Ib down and 100 Ib up at 3-3-0 on top chord, and 17 Ib down at 2-0-12, and 17 Ib down at 3-3-0, and 19 Ib down at 4-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 3=-82(B) 6=-8(B) 7=-8(8) 8=-9(B) April 23,2018 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 MiTek8 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 chard 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. MII MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531425 B1802361 F01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 Arlington,WA 98223 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 1 12 6 5 CSI. TC 0.69 BC 0.44 WB 0.21 (Matrix) 2x4 11 3-11-0 3-11-0 7 3-11-0 3-11-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:04 2018 Page I D: bsK4AVV9Sgq?oevYFKegYuzFKFj-29aUt5U DjsageJiaekm77ts940B?FCOCSpc8S9zNsLz 3 4 4x4 = 1 DEFL. in (loc) Udefl L/d Vert(LL) -0.01 4-5 >999 240 Vert(CT) -0.02 4-5 >999 180 Horz(CT) -0,00 4 n/a n/a Scale = 1:41.7 PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud *Except' 2-4: 2x4 HF No.2 REACTIONS. (Ib/size) 5=648/0-4-0, 4=581/Mechanical Max Harz 5=-164(LC 6) Max Uplift5=-200(LC 4), 4=-197(LC 5) Max Gray 5=717(LC 26), 4=653(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-471/209, 3-4=-323/39 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-3, except end verticals. 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=6.0psf; BCDL=4.8psf; h=25ft; B=45f1; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 5=200, 4=197. 7) Girder carries tie-in span(s): 7-6-0 from 3-9-4 to 3-11-0; 7-6-0 from 0-0-0 to 3-11-0 8) "Semi -rigid pitchbreaks including 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 483 Ib down and 27 Ib up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-136(F=-116), 2-3=-186(F=-116), 4-6=-16 Concentrated Loads (Ib) Vert: 7=-483(B) April 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek1 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. Mi' MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2853-3L Plan K4531426 B1802361 HRB JACK -PARTIAL TRUSS 1 1 Job Reference (optional) ProBuild Arlington, LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 Arlington,WA 98223 1 -1-9-0 1-9-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 2=279/0-7-6, 3=57/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-44(LC 8), 3=-4(LC 5) 4 2 5.66112 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:04 2018 Page 1 I D: bsK4A W9Sgq?oevYFKegYuzFKFj-29aUt5UDjsageJiaekm77tsGGOGAFFdCSpc8S9zNsLz 1-5-15 2-8-13 2-qf3 1.5-15 1-2-14 0- -6 PROVIDE SUPPORT Scale = 1:13.0 CSI. TC 0.23 BC 0.11 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.01 5 >999 240 Vert(CT) -0.01 5 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 including heels" Member end fixity model was used in the analysis and design of this truss. April 23,2018 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 Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M MiTek" 250 Klug Circle Corona, CA 92880 • ' ,Job Truss Truss Type Qty Ply L2-2853-3L Plan •• B1802361 HRD ProBuild Arlington, Arlington,WA 98223 -2-2-0 10-8-3 2-2-0 0-8-3 Plate Offsets /X.Y1— 2:0-2-6.Edge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 FO-8-3 0-8-3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 JACK CSI. TC 0.65 BC 0.00 WB 0.00 (Matrix) 1 K4531427 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 23 09:45:05 2018 Page ID:CZNM7mhg9cNyup71p07_MOzEfwj-WL8t5RUrUAiXGTHnCRIMf4PKSod7 itLhTLi bzNsLy 9-10-0 I 12-4-5 9-1-13 2-6-5 9-10-0 9-1-13 DEFL. in (loc) I/defl id Vert(LL) -0.33 2-3 >366 240 Vert(CT) -0.47 2-3 >261 180 Horz(CT) -0.00 4 n/a n/a Scale = 1:32.9 I6 12-4-5 2.6-5 PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% 6 4 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 0-8-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (Ib) - Max Horz 2=127(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-135(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 4 except 2=545(LC 1), 2=545(LC 1), 3=576(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l 1pmph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) * 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. 3) 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 3=135. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 11 Ib up at 2-4-10, 42 Ib down and 21 Ib up at 3-3-4, 44 Ib down and 31 Ib up at 4-10-10, 79 Ib down and 63 Ib up at 6-7-4, and 70 Ib down and 58 Ib up at 7-4-10, and 99 Ib down and 76 Ib up at 9-10-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-99(B) 8=-53(F) 9=-42(B) April 23,2018 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. mit MiTek` 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 A 111111111111.10 11111 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-'hd' from outside edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 8 6-4-8 dimensions shown in ft-in•sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 7 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 1 MiTek' MiTek Engineering Reference Sheet: MII-7473 rev, 10103/2015 A General Safety Note 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, properly owner and all other interested parties,. 5, Cut members 10 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 ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10, Camber is a non•stuctural consideration and is the responsibility of truss fabricator, General practice is 10 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing al 10 fl. 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. 8, Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. • (85) 2X4 VENTS 2) MUS26 nail with 6-10d into girder and 4-10d into carried truss 1-0 00 1) HGUS26-2 nail with 20-16d into B03 girder and -16 into carried truss 10) HGUS26 nail with 20-10d into B03 girder and -10d into carried truss 30-00-00 c' 1 CV < CV CV MNIIRWIRNIMIn A06 A05 A03 60 — urn - 7/12 .4***4 k,* 4-00-08 h....sric4h.1, 10,•Ampook,,,4 titrimPootie II y BO Requ es pser LGT(by EFT • •B0 S26 „limn! py= raw _.-•=hh 5-06-00 10-06-00 19-00-00 14-00-00 (2)MUS26 10-00-00 VI Builders FirstSource BUILDER : Cary lang const. 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DATE ALE: 2014 PROJECT DRAWN BY L2-2853-3L Plan Jane Ferderer J1804640 Dvss: Master - garage right THIS IS A TRUSS PLACEMENT DIAGRAM ONLY, These trusses are designed as individual building componenu to be incorporated into the building design at the specification of the building designer, See the individual design sheets for each nuns design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood tn.." available from the 'fruw Plate Institute, 583 D'Onifrio Drive, Madison, WI 53179 Ages 1-4:ngineering, LLC A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA. 98371 (253) 845-7000 www.agesengineering.com PRELIMINARY GEOTECHNICAL REPORT REVIEWENt0112 CODE COMPLIANCE APPROVED ' JUL 1 9 2019 City of Tukwila BUILDING DIVISION nskiy Short Plat - Tukwila 55xx S. 149th Street Tukwila, Washington RECEIVED APR 26 2019 TUKWILA PUBLIC WORKS Project No. A-1402 tiECE;vED CITY OF TUKWILA A? 2 5 2019 PERMIT CENTER Prepared For: Vitaliy Mikshanskiy Sterling Johnson & Associates 16398 NE 85th St. Suite 200 Redmond Washington Dig- 0131r April 6, 2018 Ages Engineering, LLC A Geotechnical and Environmental Services LLC P.O. Box 935 Puyallup, WA 98371 Main (253) 845-7000 www.agesengineering.com April 13, 2018 Project No. A-1402 Vitaliy Mikshanskiy Sterling Johnson et 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 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 design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Respectfully Submitted, Ages Enginee Bernard P. Knoll, Principal BPK:bpkisak Ages Engineering, LLC Page 1 253-845-7000 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 RECOMMENDATIONS4 5.1 General4 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 SERVICES11 7,0 LIMITATIONS 11 Figures Site Vicinity Map Figure 1 Exploration Location Plan .. Figure 2 Geologic Map . Figure 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 Mach 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 I 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 149th 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 Maimed 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 sti uctural 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 1/2-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 RECOMMENDATIONS 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. In 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 fine 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: Ages Engineering, LLC 253-845-7000 Page 5 U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* • Based 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 cafe 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 requirements. 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 hal in if a cave-in occurs. This does not include excavations that are Tess 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 temporal), slope inclinations cannot be achieved due to property line 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 bacicfilled 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-Qn-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. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fme 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 pd.. 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 loads. 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 Dr 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. MI drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. Ages Engineering, LLC 253-845-7000 Page 10 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 253445-7000 42nd Ave . t'.t3h�• ti Aaaawlal11111 I to 141.1•1 St 5 S .:'try t $5 15 Ad.- v: Approximate Site Location C-r Ages Engineering, LLC P. 0. Box 935 Puyallup. WA. 98371 Main (253)845-7000 www.agesengineering.com Site Vicinity Map Mikshanskiy Short Plat - Tukwila 55xx S. 149i1' 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. corn Exploration Location Plan Mikshanskiy Short Plat - Tukwila 55xx S. 149th Street Tukwila, Washington Project No.: A-1402 March 2018 Figure 2 Approximate Site Location Ages Engineering, LLC P. O. Box 933 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengineering.com Geologic Map Mikshanskiy Short Plat - Tukwila 55xx S. 149th Street. Tukwila, Washington Project No.: A-I401 March 20I8 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 SYMBOL 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 GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL Wrrx > 15 %. FINES GM Silty GRAVEL GC Clayey GRAVEL 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 GRAINED SOILS More than 50% Passes No. 200 Sieve 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 Organic SILT or CLAY with moderate to highplasticity 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, LLB P. O. Box 935 Puyallup, WA. 98371 Main' (253) 845-7000 www.agesengineering.com Unified Soil Classification System (USCS) Mikshanskiy — 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 D:,rt March 27, 2018 Test Hole TH-1 LOGGED BY. BPK ELEV: Depth (feet) Soil Description Notes M% Other 0 5 FILL/DigirrinffirtATIVEVITES7WR and silty sIM with . gravel, wet, loose. Brown mottled reddish -orange silty SAND with gravel. medium dense, moist. (SM) (Weathered Glacial Till) 4 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. D.AIL. March 27, 2018 Test Hole TH-2 ttrOGEDel BPK ELEA': Depth (feet) Soil Description Notes M°4, j Other 0 5 r TILL/DISTURBED NATIVE SOILS: topsoil and ?fItyMtirwAill 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) 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. Figure A-2 P°,», No A-1402 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. J IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 22 day of T/( ,2019. STATE OF WASHINGTON) )ss. County of King Authorized Signature / Grantor I certify that I know or have satisfactory evidence that ea, 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 / y"i✓' `r 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 7- agGJ y Public in and for the State of Washington residing at 3a/ 3 S 33/sf PI. Au yn, uA ?8WclW My appointment expires ,5' c 9 - 2-3 DATED this GRANTEE: By: Print Name: Its: CITY of TUK ILA day of Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING , 2019 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. i � `E A W'r',4/ o' rq tAs ,�©'` WS A\.` Name: NOTARY PUBLIC, in and for the State of Washington, residing at /` t` L \ (t My commission expires: 0' I CT i t ti 4- City of Tukwila Department of Community Development June 13, 2019 CARY LANG 2981524AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # I COMBOSFR Permit Application Number D19-0138 SUMMIT VIEW LOT #10 - 5528 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 SUBMITTALS: (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. • 1. Applicant must apply for a Tree Permit. Application can be found here: http://www.tukwilawa.gov/wp- content/uploads/DCD-Apes-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 a 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 3. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement 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. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. 1 have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, uteet) .(je_-37) Kandace Nichols Permit Technician File No. ©19-0138 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 RECEIVED CITY OF TUKWILA JUN 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 'A, 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 penults 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 perrnit approvals under permit nos. D19-0138 and D19-0139 for the Property. Page 1 of 4 Dict• oi5? WHEREAS, Grantor has performed a geological report, prepared by Ages Engineering, LI,C, 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 2E5 day of 7t,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 stated that he was authorized to execute the instrument and acknowledged it as the 0 1A-›- 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 .1.4-a, ( 2:011 .1% OF wp,S LIT 124.i/tro Notary Public in and for the State of Washington residing at My appointment expires ID d fl Paae 3 o 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 After recording return document to: Cary Lang Construction, Inc. 29815 241hAve. 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: 19- om• / 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 Storm 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 day of TG(//"" , 2019. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that OMA(t/ 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 L/u-A-1,/,t_ of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. 04-6' c-O/ Dated DV-1'2Z Ci Aiifritift9( Notary Public in and for the State of Washington residing at My appointment expires 1 0 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 8 209 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 ID4: N/A Cary Lang Construction, Inc. Cary Lang Construction, Inc. City of Tukwila Portion of SE 1/4 of the NW 1/4, 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 I of 4 b19 Os? 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. 140 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. ITNESS WHEREOF, said individual has caused this instrument to be executed this day of ) tc jve , 2019. STATE OF WASHINGTON) )ss. County of King Authorized Signature I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before e, and said person acknowledged that 0/she signed this instrument, on oath stated that the she 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 • It%p . M UR ►� ..... in% "i0« fiO• p WAS boicq alwraerfel Notary Public in and for the State of Washington residing at ' k j (c kJ My appointment expires V " 2-0f / Joint Sanitary Side Sewer Agreement Page 3 of 4 10' PRIVATE SIDE SEWER 8. STORM DRAIN EASEMENT a 149TH STREET "l0R:ZOXTAL GRAPFEC SCALE 0L0 ZC ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0138 DATE: 06/28/19 PROJECT NAME: SUMMIT VIEW LOT #10 SITE ADDRESS: ,000( Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Lep P)Loc- lc1 Building Division DIY\ Pcuic- 1"5-161 Public Works III Structural Fire Prevention NAN /416 Planning Division Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 07/02/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 07/30/19 Approved with Conditions Corrections Required Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: Sc_ 1.00,cr r REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping Q PW Staff Initials: 12/18/2013 I oii0 GOP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0138 PROJECT NAME: SUMMIT VIEW LOT #10 SITE ADDRESS: 5528 S 149TH ST X Original Plan Submittal Response to Correction Letter # DATE: 04/24/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: -(\ Building Division WA OA Public Works Fire Prevention ji Planning Division Structural P Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/30/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/28/19 Approved Approved with Conditions ri Corrections Required (corrections entered in Reviews) Denied (ie. Zoning Issues P Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: k,..9 I Departments issued corrections: Bldg Fire D Ping PW Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 6/ M Date: Plan Check/Permit Number: El Response to Incomplete Letter # Response to Correction Letter # [11 Revision # after Permit is Issued [11 Revision requested by a City Building Inspector or Plans Examiner E Deferred Submittal # Project Name: RECEIVEL, CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTEP Project Address: Contact Person: Phone Number: Summary of Revision: Rct: 14-2- grio'sec) sc.,0 r\) 55e 5 /,1/q6 v e 20 - LiZ3 -56 $T 01 A— ot e cpt s' A-T /1-6,te 5; -i/Y1 AL-P ( A-a—e ovJ 7.00 0-he .5 7-7‘21^- 7-- hi /3-14 q /1/4 e“' •/-5 ,Le Sheet Number(s): "Cloud" or highlight all areas of revision including clatk ( of revision .....--(..2 Received at the City of Tukwila Permit Center by: (24,4aiZt61 V Entered in TRAKiT on LQ - 7-- SCr ( el WAPermit Canter VremplatesTorrnstiftevision Submittal Fortrmloc Revised. August 2015 /~\ �~^�xx ^���~»x�"°"^U .~�~ ��u Tukwila � Department ofPublic Works 63DDSouthcenterBoulevard, Sube#IO0 Tukwila, Washington 9B18Q Phone: 206'433-0179 Fax: 206'431-3665 Web site: http://xxww.Tukwi|aVVA.gov Parcel No: 8088600045 Applicant: SUMMIT VIEW LOT #10 WATER METER INFORMATION Permit Number: D19-0138 Issue Date: 7/22/2019 Permit Expires On: 4/19/2020 DESCRIPTION OF WORK: 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 UNDERGROUND|NGOFPOWER. METER #2 METER #3 Water Meter Size/ � Water Meter Type: PERM Work Order Number: 21940114 Connection Charge: $100.00 $lOO $ODO installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 inspection Fee: $15.00 $0.00 $0.00 Turn onFees: $50.00 $0.00 $0.00 TOTAL WATER FEES: $7,541,00 I luit 1,spanol Contact f Search L&I Safety & Health Claims & Insurance Washington State Department of Labor & Industries A -A Endex Holp My Ltd 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 Agent 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. CARYLC11010F Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 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&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health Vashington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve REFERENCE SHEET CATCH BASIN SANDBAGS, OR EQUIVALENT SHEET N0. GRATE MAY BE USED TO WEIGHT PLASTIC 1 i -------T-------'----- -- — AND �) T N SEAMS BETWEEN SHEETS MUST �F „ OVERLAP A MINIMUM OF 12" G - ---! -- 97*4# i� j j�// BE WEIGHTED OR TAPED S 50 E \� v SHEETS 63.00' % A ( 3s'aaPcf - / OVERFLOW %�i. EX.TREE TO REMAIN & PROTECT A "'TYP) 17"MAPLE 14'11APLE INSTALL TREE PROTECTION FENCE e"wLLow '' �� i1 PER DETAIL THIS SHEET r8'"MAPLE ; ;' TEMPORARY STOCKPILE ' 6 COVER WITH PLASTIC _ LOT 7,0 12"'APPLE f PER DETAIL THIS SHEET , ' 8,284i S.F,, ° 12"MAPLEj\'� B '� �I.or 9 I , 9"APPLOI I , • ' Iv \i X \i/\Y�\ /\\ o INSTALL SILT FENCE PER DETAIL THIS SHEET _ _\ m CLEARING LIMIT 5273 SF 0 12 ACRE - - i GRAVEL ,(,- ) N ly I 10"APPLE ' ` I 10"ELAI EX. TREE • TO BE REMOVED (TYP) o n M o �? 8"ELI , o o _1� , M,,"REDI 6"RED4V00Q I7"REQU/00D' ' ' __------- ° ` ° INSTALL INLET PROTECTi0,�11�1 16"LOCUST n"XEDWoo 24 kF000 P(R,',,DETAIL THIS SHEET , 74"!EDWO D ' Ty 0' 1RN>)03"ED16'RIDV110 ( )c p ✓ - - cn O ;RAVEL v o c SDCB RIM EL=18095' (S) 12" PVO LE— 78— SOLID W L� 10r \j FILTER MEDIA FOR \j DEWATERING PORous BOTTOM \j " =I I i-III, x TOE IN SHEETING IN NOTES MINIMUM 4"X4" TRENCH 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--i t I —III I I .:_ PER 2016 KCSWDM FIGURE C.3.9.B —I I I —:I I 1=1 I SCALE: NONE U l (E) 12" PVQ I.E.=178.35' � CONC. DRIVEWAY mmi emu an E N87,P 12"SD SD � " o n SD SD ' x wM D ,' SD SD I x o — -- so N " SD N o W; WO � ;W W' 2 W� -- 0 INSTALL CONSTRUCTION ENTRANCE' _ S _1 '!_7 57"I�,EET ASPHALT ? N° PER DETAIL -,THIS SHEEV SS SS; a SS SS - - — SS SS SS —q 12"SD ,SS SS`, SS SS SS SS \` ` THICKENED EDGE "Ca RIM EL=181.06' (W) 12" PVC LE.=17756' (N) 72" PVC LE.=177.36' (E) 12" PVC LE=177.56' SDCB RIM EL=190.75' (W) 12- PVC LE.=18715' SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER LEGEND SS PROVIDE ENERGY DISSIPATION J AT TOE WHEN NEEDED REVISIONS PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A Nor tes sna e riacie tomescope SCALE: NONE of worn wnnout Pi , approval of the Tukwila Building Division. NOTE: Revisions will reowre a new plan submittal and may mclude additional plan review. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, -� IF STANDARD STRENGTH FABRIC USED. _ - FILTER FABRIC i II N�010 %i -n---------rr— II N 6' MAX. U z 4" MIN POST SPACING MAY BE INCREASED TO F IF WIRE BACKING IS USED BACKFILL TRENCH WITH 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" -1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE r RATE PERMITUIRED FOR:Mechanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION UNDISTURBED GROUND FILET 121 Permit No. Plan review approval Is subject to errors ano omissions Approval of construction documents does not authorize the vl ation of any wooled code or ordinance Re of a roved td Copy and con I d � w DZtfl' C ly IN TDIIVISI BUILDINGDIVISI ON 100' MIN. 0 UWo0O 00 W � W CM U Q 0 00 3— >_ Lr Q U 4/f U m c c ®1U G Qgp r m r N in U ^ 0 C M i~t 33 y 9 n to i— a N Z Z rn N d CL u) ,b F F- Z Z JUL 02 20 TUKWILA PUBLIC WOR S z 0 a 15' MIN. PROVIDE FULL WIDE OF INGRESSIEGRESS AREA w 0 CORRE TION NOTES: — — — — — — — ADJACENT PROPERTY LINE AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF RECEIVED PROPERTY CORNER THE ROADWAY. \cse plans have been reviewed by the Public ti{'orks Department for conformance with currenCONTRACTOR TO PROTECT MUD FROM BEING Citv standards. Acceptance is subject to errors and TRACKED ONTO THE PUBLIC ROAD OP9 \S�`�GR omissions which do not authorize violations of adopted standards or ordinances. The responsibility tiX i for the adequacy of the design rests totally with the da designer. Additions, deletions or revisions to these `i% drawings after this date will void this acceptance / and will require a resubmittal of revised drawings w for subsequent approval. EDGE OF EXISTING PAVEMENT Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: INSTALL DRIVEWAY CULVERT /25' MIN. PROPERTY LINE —��IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE RIGHT OF WAY LINE 4" TO 8" QUARRY SPALLS - — RIGHT OF WAY CENTERLINE r EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) ONSITE 100 100 CITII OF TUKWIL ® IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. JUN 2 8 2019 m i® CONSTRUCTION ENTRANCE DETAIL PERMIT CENTER PER 2016 KCSWDM FIGURE C.3.1.A HORIZONTAL GRAPHIC SCALE Know what's below. SCALE: NONE 10 5 0 5 10 0 Cal before you dig. ® 1 inch = 10 ft. of M1i51 E rn 0 E -------- 37'4#'5011E 63 0' 36"IJAPLL l ---------------- 0 EG=191 352 EG=202.,60 48"MAPLE OLa0t TD, r 14"),IAPLE 11"P111-1 0 w (4PLE V IA 12"APPL LOT 1,b/ 8,284±iS.F., ',DOWNSPOUT;, 12_MAqLE(D �TYP�) -LOT 9 29 "RED lvooD, - 8,87915-17, ' , ' - - - 9"APPLOI, 0 X. WALL TO REMAIN 0 ND PROTECT ROOF OVERHANG �!'PERF. PVC �OOTING DRAIN (SLOPE TO DRAIN) D DS GRAVEL i I' � co 5% 1pippLE A i� 1,5.5' 5% PROPOSED SFR' FFE=196.60 0, 'o 8'ELM TOW=196.06 EX. 3' EASEMENT KC REC. #20180515000662 BOW=194 50' 15' - FG=195' 8"CHERRY .9 0"/ 4"REDW000 6"REDylpop 4" PVC ROOF DRAIN 17"' I "RE�, (SLOPE TO DRAIN) EX. WALL TO REMAIN JT AND PROTECT TOW=192.t5 BOW-190 00ggr1610C S 24'7?�D 12"CHERR� FG=190.9'9 U* , I , 10111 - I 'RED CONNECT TO EX GARAGE=1�11. 6" SEWER STUB ub D=5'(FIELD VERIFY)/ 10, PRIVATE':_CDs ------ STORM,& SEWER -1 L EASEMEM, 11@9 (12), L 9 ,Tow= 59, GRAVEL SDCB sow- 9 75 L !A1:1 ....... EG=19&25 _sS $s EX. 12" STORM F6 193. 12" PVq LE = I P� 1; 11 0 DRAIN m 1 E = 1 8.35' EG=186.40 CONC. Dce DRIVEWA Y RIM EL=2 52' SD ;lu V) 12" PVC tE198 07' . . . . . . S) 12' PVC LE-199.61' ' I o I 1 0 NEW IE�(N)=178.45 TH-1 2 PROTECT EXISTING �B '50 0 N87044'50' .00, 12 SD Cf) SD SD 7 EX' 12" STORM ID 2" wm IN SD SD V/v SD wl w 6"w w w wm" C/) W�— W W w ELECTRICAL VAULT v Lo 04 18 #H STREET S 14 ASPHALT ;7s— ss ss S EX. 6" WATER MAIN slls ss s S:: SS SS SS SS X rWA WALL T _;ss ss 11 - — - ss ss ss ss _'�ss s "s SD ?2SD THICKENED EDGE OF ASPHALT BENCHMARK SDC8 EX. 8" SEWER MAIN SDC3 ELEV�TION=178.11 RIM EL 181.06' RIM EL-19,T75' (w) 12" PVC LE-17756' (W) 12" PVC I.E=187.15- (N) 12" PVC I.E. 1 77_36' U) (E) 12" PVC I.E.=177.56' GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. PARCEL NUMBER 8088600045 PLANT SCHEDULE SYMBOL BOTANICAL NAME COMMON NAME QTY SIZE PRUNUS CERASIFERA PURPLE -LEAFED PLUM 10 2.5" CAL. (MIN.) 0 "THUNDERCLOUD" CONSTRUCTION NOTES: (D INSTALL 58 LF 6" PVC SIDE SEWER @ 14.50% MIN. O INSTALL 8 LF 8" DI SO @ 2.00% MIN. O INSTALL CB #2-TYPE 1 WITH VANED GRATE RIM=181.50 IE (E)=178.71 IE (S)=178.61 INSTALL 36 LF 6" ADS N12 SD @ 14.50% (D INSTALL CB #1-TYPE 1 WITH VANED GRATE RIM=187.00 IE (NE,E)=184.00 IE (W)=183.93 INSTALL 3 LF 6" PVC SDR 35 SD @ 2.00% MIN. INSTALL 1" WATER METER IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH & PATIO (INCLUDING OVERHANG) 2,287 SQ. FT. STAIRS & LANDING 44 SQ. FT. DRIVEWAY 640 SQ. FT. TOTAL 2,971 SQ. FT. 2,97118,819=0.3369 X 100% = 33.69% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH & PATIO (INCLUDING OVERHANG) 2,287 SQ. FT, TOTAL 2,287 SQ. FT. 2,287 / 8,819=0.2593 X 100% = 25.93% MAX. BUILDING COVERAGE (BY CITY OF TUKWILA) FOR MORE SOIL INFORMATION, SEE (D INSTALL 55 LF 1.5" WATER SERVICE LINE GEOTECHNICAL ENGINEERING REPORT AGES ENGINEERING, LLC INSTALL 26 LF 4" SOLID WALL PVC DATED APRIL 13TH, 2018 FOOTING DRAIN COLLECTOR @ 2.00% MIN. P.O. BOX 935 10 INSTALL 25 LF 4" SOLID WALL PVC PUYALLUP, WA 98371 FOOTING DRAIN COLLECTOR @ 2.00% MIN. PHONE: 253-845-7000 @ CONSTRUCT 20 LF GRAVITY BLOCK WALL 4" PVC DOWNSPOUT DRAIN LINE (3' MAX. IN HEIGHT) Z 6" SSCO FOUNDATION O FINISH GRADE [E=183.00 13 UTILITY TRENCH (POWER & COMMUNICATION) S,m BACKFILL INSTALL 50 LF 4" PVC SIDE SEWER LATERAL @ 2.00% MIN. PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" 3/4" 4" SSCO WASHED ROCK IE=185.00 FILTER FABRIC INSTALL 14 LF 4" PVC SIDE SEWER LATERAL @ 2.00% MIN. (MIIPAFI 100X OR EQUIVALENT) CONSTRUCT 2TWIDE CONCRETE DRIVEWAY (SEE LEGEND) ZEFERENCE SHEET SHEET NO. 2 C2 OF 2 SHEETS 0 I-_ LU 00 0 00 z L.Lj 00 J U) C/) I L -T-< 0 _j C) < (_9 --j > 0 z cri 3: < 0c) �e w 04 L0 ~C0 F_ 0 CONSTRUCT 27' WIDE DRIVEWAY APPROACH B co) (3" CLASS B ASPHALT OVER 6` CSBC) NOTES: PERFORATED PVC FOOTING DRAIN LINE 5i =-I @ CONSTRUCT (2'W x 1 O'L x 2'D) PERFORATED STUB -OUT A I CONNECTION PER DETAIL THIS SHEET DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS D. AND OTHER FITTINGS AS NEEDEDETAIL INSTALL 4 LF 6" PVC SDR 35 SD @ 2.00% DRAINAGE SECTION A -A INSTALL AREA DRAIN WITH SOLID LID SCALE: NONE RIM=190.90 00 IE (N)=188.10 IE (S)=188.00 WRAP WASHED ROCK ENTIRELY E ��cr, WITH FILTER FABRIC V)u CD NATIVE FILLEXISTING GROUND oilN FT (n I r_t-_%r-Kln PROPERTY LINE — — - — — - — B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE - — — — — — - ADJACENT PROPERTY LINE ------------------ ROOF OVERHANG LINE 0 PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC II PROPOSED RESIDENCE HORIZONTAL GRAPHIC SCALE 10 5 0 5 1.0 1 inch = 10 ft. TRENCH X-SECTION NTS WI-10"; GID PERFORATED PVC PIPE LEVEL(TYP) SHED ROCK 3/4�'- 1 1/2" al PLAN MEW OF ROOF NTS AppROVED JUL 0 5 2019 �;ijy of TukWila PUBLIC Work. CONNECT0 ROOF DRAIN STUB ;z L L _j N\- 0 ai Bt 2'X 10'LEVEL TRENCH WITH PERFORATED PIPE, TO BE INSTALLED AT THE TIME OF BUILDING PERMIT CATCH BASIN OR AREA DRAIN WITH SOLID UIRECEIVED CO CITY OF TUKWILA ul PERFORATEDTIGFITUNE STUB OUT 0 JUN L 0 2019 In SCALE: NONE PERMIT CENTER --. 9 BUILDING CODE. 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTER NATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD - 25 PSF (SNOW) ROOF DEAD LOAD - 15 PSF FLOOR LiVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD . 110 MPH WIND SPEED, EXPOSURE '13% RISK CAT. 11 TYPE: V OCCUPANCY GROUP: R-3 t3 SNOW LOAD WIND MIGN SEISMIC DEanq CATEGORY SU&FCT TO DAMAGE FROM WINTER DESIGN TEMP. ICE 814 ELD LINPERi FLOOD HAZARDS AiR FREEZING INDEX iMEAN ANNUAL EMP SPEED TOPOGRAFHIC SPECIAL WIND WIND-BORNE UEA FROST LINE iERMrrE (MPH) EFFECTS REGION 8 ZONE DEPTH REWIRED OD TT NO PER go � 25 110 01= MOD Is GTION JURISDICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: MPG. JET. DESIGN AND LAYOUT F APPLICABLE (FROM MANUFACTURER) - MFG. MM DESIGN AND LAYOUTS (FROM MANUFACTURER) 1M GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL SEARING; OF 1500 PBF. EXTERIOR FOOTINGS SHALL BEAR iW (MNIMUM) BELOW FNISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MMIh1M COMPRESSIVE STRENGTH (To) AT 28 DAYS TYPE OR LOCATIONS OF COTE CONSTRUCTION MODERATE UEA714ER@YG POTENTIAL SASETIENT SLABS 4 INTERIOR BLAB ON GRADE, EXCEPT GARAGE 2rW pet FLOOR &LABS. ( NON-STIWIURiAL) BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTFER 30M pet fall to 1% air ereraMed) VERTICAL CONCRETE WORK EXPOSED TO THE UEATWR POROFIES, CARPORT SLABS 4 STEM EXPOSED TO TM WEATHER 4 GARAGE FLOOR SLAB, 30M t (5% to 1% air mtrattled) pe CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 60. UNO. (SEE STRUCTURAL) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN P OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE S/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MR I' EMBEDMENT METAL FRAMNG CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL C421NECTORS. ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES O' PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER iRO R311.1.1, FASTENERS FOR PRRSSSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. IS' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. Q EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (5) 6 INCHES BELOW THE TOP OF 714E BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 NCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WiTH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING, 2.3 POUNDS PER SQ. YD. OF ACRYLIC MOPPED CEMENT. 3. Ie' COAT OF SURFACE -BONDING CEMENT COMPLYING WiT14 ASTM C Bel. 4. ANY MATERIAL PERMITTED FOR WATER'ROOFNG N SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARING OF UNIT MASONRY WALLS 18 NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DA'IPPROOFED BY APPLYNG ANY ONE OF THE LiSTED DAMPPROOFNG MATERIALS OR ANY ONE OF: THE WATERPROOFING MATERIALS LISTED IN SECTION PA062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FNISHED GRADE. WALLS SHALL BE WATERPROOFED N ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 2-PLY HOT -MOPPED FELTS. 2. 55 POUND ROLL ROOFING. 3. 6-MIL POLYVINYL CHLORIDE 4. 6-MIL POLYETHYLENE 5.40-MIL POLYMER -MODIFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. i. Vol CEMENT -BASED, FIESER-REINFORCED, WATERPROOF COATING. 8.60-MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORNATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENT$, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGNGS TO SEAL iCF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 44e. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200-F. ALL JOINTS N MEMBRANE WATERPROOFNG SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED 13Y THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUIND COVER OF SIX MIL (01t M IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAW. SPACES: THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED IN CRAW. SPACES F THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MNIMUM THICKNESS OF TWO INCHES. gam-Sugerm 4 Pon 9LQQKM DRAFTSTOPPING R302.12 IN COMBUSTIBLE CONSTRUCTION U14ERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, ORAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1/D00 SQUARE FEET. DRAFTSTOPPNG SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 18 ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILNG MEMBRANE BELOW, DRAFTSTOPPiNGG SHALL BE PROVIDED N FLOOR/CEILNG ASSEMBLIES UNDER THE FOLLOWNGG CIRCUMSTANCES: i. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12.1. FIREBLOCKING R302.11 N COMBUSTIBLE CONSTRUCTION, FIMISLOCKNG SHALL BE PROVIDED TO OJT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FiREBLOCKING SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION IN THE FOLLOWNG LOCATIONS: L N CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: Lt. VERTICALLY AT THE CEILING AND FLOOR LEVELS, 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. N CONCEALED SPACES BETIUEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE FAIN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R3021 (1-V GLWB) 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 FIRE15LOCKNGG OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION R1003ae. b. FIRS SLOCKINGG OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OP MATERIALS LISTED N IRC SECTION R302.11.1 LOOSE -FILL NSULATIO14 MATERIAL SHALL NOT BE USED AS A FIR EOLOCK UNLESS SPECFFICALLY TESTED N THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL ESE MAINTAINED. GENERAL ALL MINIMUM NAILING SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.10.1 AND IRC TABLE R6023(I) UNLESS NOTED OTHERWISE GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED AGCORDNG TO TABLE R10235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM SOARD TABLE R10235 TWIC10,665 OF GYPS4M art OF GYP81M MAX"11 MAXII'LN SPACING BOARD OR APP]JCATION BOARD OR SPACING OF FRAMMG OF PASTEERH (INMEES) 812E ONAI F LS FOR APPLICATION NAILS m/e adMsive SCREWS GYPS21 PANEL PRODUCTS GYPdM PAtaU. PRODUCTS TO P ESO (MORES Or')Em TO WOODFReMRJG are' CEILMG PERI-EIVICULAR 16 1 12 B GAGE, I-V4' LLN6, ISf 4' READ, 0D36' DIA, WW LONG, ANNULAR - WALL EITSER DIRECTION IS e 16 R2GED, OR 4d COOLER NAIL, OAW 014, 1-30 1,0041G2' FEAR. CEILNG £ITFER DIRECTION 16 T �1 D -Is-- I-3/9' LO45s BN4' WMADs CORM' VIA.1-V4' LONG, ANNULAR- � OR ad C=ZR NAIL, 02G6' DIA. I -OW LONG, 6/64' READ, CEILNG W4LI. FER14MICW.AR EITHE2 DIRECTION 24 24 8 M E �� ORGYPSiM BOARD "L, 00SW DIA. I-T/6' LCIA WW' HEAD. WALL EITHER DIRECTION 16 8 se CEILNG EITFER PNW=ICN 16 1 D B GAG- I-SA3' LONG, 12/64' HEAD, 0DW DIA, 1-3/8' LONG, AN4ILAR- RSk3EDi OR ad COOLER NAIL, CART Di.41-10 1.01, 4 V4' HEAD, OR NA . CEILING PER!'EJDICULAR 24 1 tl X AT 5/6' LARAGS THE 1-1/8 LONG bd COATED NAILS OR ECUIVALEW ORYUALL SCROM n, E PERPENDICULAR 24 6 6 gCRg. R19 694L COrMY UM SECTION RT0r381 WALL EITFER AIREGTICN 24 a t2 B GAGE, 1-SAi• LOW. f 4' +@AD, OfM DI t-3/e WALL EITi4:R VIR£CI'ION 16 8 161-119! !'mINOEDi OR 6d COOLER NAU., 009T DW. I-T78' LONG, U4' READ, OR LONG, APPLICATION WITH ADMSNE 3/5' CEILMCi PERF'SNDICULAR 16 16 16 SAt•E AS ABOVE FOR %S' GYPBU'1 BOARD AND GYPSUM PANEL U5N_L MER DIRECTION 1616 24 PRODUCTS, CEILING EITSER DIRECTION 16 16 1& 1/2' OR S/8' CEILMC- PERPENDICt2AR 24 12 I6 SAFE A6 ABOVE FOR 1,2'AND B/6' GYF'BM BOARD AND GYPNM PANiL FR7DUCt6; wwsaTNELY. WALL EIT14M DIRECTION 24 IS 24 TWO CEILING P£RP@JDICULAR 16 16 16 BABE PLY NAILED AS ANIC M FOR 1' GYPeIPi BOARD AND GYPSUIG "a LAYERS PANED. PRODUCf6i FAA FLY ItGTALLED UTFI ADHESIVE USW.1. £tTFER DIRECTION 24 24 24 FASTENERS ALL NAiLS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) ad COMMON (0.131' DIA, 2-1/2' LENGTH), 8d BOX (O.IB' DIA, 2-1/2' LONG), tOd COMMON Mille' DIA, 3' LONG) l0d BOX (0.128' DIA, 3' LENGTH), I6d COMMON (0J62' DIA, 3-1/2' LONG), ied SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0206' PIA, 1-5/8' LONG ), bd COOLER (OAM' DIA. 1-1/5' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WUPA GRADING RULES FOR THE WIESTERN LUMBER ALL SAM LUMBER SHALL 55E STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRACING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MNIMUM PROPERTIES: JOISTS: 2X4 WOOD TYFE: I-F n - Fb-850 pet, Fv-15 pet, FC-1300 psl, E-1200000POI 2X6 OR LARGER HF 02 - Fb-850 pot, Fv-15 pet, Fc-1300 pet, E0200000pol AM 4X DF-L ►2 - Fb-SW pet, Fv-e5 psi, Fc-1350 pet, E-1600000pe1 &X OR LA933ER DF-L 41 - Fa•815 psi, Fv-85 poi, Fc-600 pet, E-1300000pst 8TiD8 2X4 HF 01 - Fb-850 pet, FV-15 pet, FC-1300 pet, E-1200000psi 2X& OR LARGER HF 42 - Fb-850 psi, Fv-15 pot, FC-1300 pet, E-1200000pei 4X4 HF rl - Fb-SW pet, Fv-e5 psi, Fc-1350 pet, E-1600000pe1 4X6 OR LARGER HF e2 - Fb-WO pet, Fv-e5 pet, FC-1350 pet, E-1600000pe1 6X6 OR LARGER DF-L 9 - Fb-100 pal, Fv-85 pet, Fe-415 psi, E•1300000pei 6X6 OR LARGER OF-L w2 - Po-100 pat, Fv-85 psi, Fc-415 psi, E-1300000pe1 GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MNIMUM PROPERTIES: Fb - 2A00 PSI, Pv - 165 PSI, Fc - 650 PSI (PERPENDICULAR), E - IAOOA00 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECFICATIONS FOR APPROVAL BY BUILDING OFFICIAL DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES. Fb - 2,e00 PSI, Fv - 2e0 PSI, Fa - 150 PSI (PERPENDICULAR), E - 2"0000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES. Fb - 2,600 PSI, Fv - 285 PSI, Fo - 150 PSI (RERPENDICULAR), E - Le OOM PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MNIMUM PROPERTIES: Fb . 1,100 PSI, Fv . 400 PSI, Fr- - 680 Pal (PERPENDICULAR), E - 1,300000 M. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM - L/480, FLOOR TOTAL LOAD MAXIMUM - L/240. PREFABRICATED UROOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONSEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WiLL NOT BEAR ON THE WALL ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRIES DESIGN DRAWINGS. TYPICAL WALL 4 ROOF SHEATHING SHALL BE -Ilib' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECFIED. MINIMUM NAILING SHALL BE Sd COMMON o W O.G. ® PANEL EDGES AND 12' O.C. N FIELD UNO. ON SHEARWALL SCHEDULE SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/I6 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE ad COMMON AT 6' O.C. 0 PANEL EDGES AND 12' O.C. N FIELD. SPAN INDEX SHALL BE 40120 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE N SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FiISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERN WINDOW AND DOOR OPENINGS IN SUCH A MANNER -AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER 811JCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRiM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-N GUTTERS. PER 201D WASHNGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED N ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION NSTRUCTiONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. 4 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPER 5LE EMERGENCY ESCAPE AND RESCUE OPENING. "IRE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL ESE REQUIRED IN EACH SLEEPING ROOM. EMER GENGY 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 O= 200 SO FT. MNIMUM OPENING AREA: ALL EMEIciENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIFL NET CLEAR OPENING OF 51 $Q. FT. EXCEF?ION: GRADE FLOOR OPENINaB SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MNIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WERE A WINDOW iS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL ISE PROVIDED WITH A WINDOW WELL N ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED N THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R305A 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 SIFOLD DOOR ASSEMBLIES PER IRC SECTION R308.4.1. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OG EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRO SECTION R30842. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN a Sa FT, THE BOTTOM EDGE IS LESS THAN 18'-ABOVE THE FLOOR THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZNG PER IRO SECTION R30843. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION R308AA 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTANING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SALNAS, 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 FOGMA5. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING: SURFACE OF STAIRWAYS, LANONGG BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRO SECTION R3084,6. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION R 0941. R3=JV FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED NDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS R302.10.1 THROUGH R302J05. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPOO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD NDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED N ACCORDANCE WITH ASTI-t E 84 OR UL 123. EXCEPTIONS: L WERE SUCH MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 18 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL NSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302,I03, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 400 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED NDEX OF NOT MORE THAN 480 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302)02 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R30210.1 WHERE TESTED IN ACCORDANCE WITH CANNLC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED N ACCORDANCE WiTH CAN/ULC 81022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R302.103. R31d2.I03 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CM PARTS 12M AND 1404. EACH PACKAGE OF SUCH NSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPSC 16 CFR, PARTS 1205 AND 1404. R302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER F2302.105 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL SE MADE IN ACCORDANCE WITH ASTM E Z10. MI-TRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL B5 SEALED, CAULKED, GASKETED OR WWi:AATHERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR I97A92E911i CLASS I OR 11 VAPOR RETARDERS ARE REQUIRED 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 I I ZING WiLL NOT DAMAGE THE MATERIALS. R102'tl CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHEN ANY ONE OF THE CONDITIONS N TABLE R1021.1 18 MET. R10212 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS 1: SHEET POLYETHYLENE, UINPERrORATED ALUMINUM FOIL. CLASS 11: KRAFT-FACED FIBERGLASS BATTS. CLASS ill: LATEX OR ENAMEL PANT. R10213 MINiMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING FOR THE PURPOSES OF THIS SECTION, VENTED CLADDING SHALL NCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A UJEAT14ER-RESISTIVE BARRIER AS SPECIFIED N TABLE R10331U. 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED N TABLE R103.8.4. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402A AiR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRICTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402A.1 THROUGH R402.4.4. R4024.12 TESTING THE BUILDING OR DUELLING UNIT SHALL BE TESTED AND VERFIED AS HAVING AN AIR LEAKAGE RATE OG 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 BUILDNG, WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTFICATES SHALL LIST THE PREDOMNANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (8143C) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING%, COOLNG AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVEINTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 18 INSTALLED N THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WiTH WSU RS-33, USING THE 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. BUILDNYG AIR LEAKAGE TESTING 2015 WSEC SEC. R4024 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402A.1 THROUGH R402A4. RODENT PROOFING: 2015 UNIFORM PLUMBING% CODE SEC. 312.12 STRANER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1/2 OF AN NCH IN THE LEAST DMENSICN. 312.12.1 METER BOXES SHALL BE CONSTRUCTED N SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE Pine FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS N OR ON BUILDINGS WHERE 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 ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS N FRAMED CONSTRICTION TO CRAW. SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJONNG STRUCTURE WITH NO OPENING EXCEEDING Va OF AN NCH IN THE LEAST DIMENSION. WATER HAMMER 605.10(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(S) TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING O° THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. LOEWE WS£C SECTION R404 LIGHTING EQUIPMENT PER SEC R4041 - A MNIMUMM of 15 PEIOENT OF LAMPS N PERMANENTLY NSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE O° ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION- A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAYS SHALL ESE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAiRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRAPE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. PER SEC 56028 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING - I. NOTCHING, ANY STUD N AN EXTERIOR WALL OR BEARINGG PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARNG PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% Oe A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL ISE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER CF THE RESULTING HOLE 18 NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN le INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR SEARNG PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602A(I) AND R6023(2). EXCEPTION. USE OF APPROVED STUD SHOES iS PERMITTED WHERE THEY ARE INSTALLED N ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED N OR PARTLY N AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATNG CUTTNG, 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 NCH THICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF 714E OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MNIMUM LENGTH OF i- /2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT 15 COVERED BY WOOD STRUCTURAL PANEL SHEATHING, RECEIVED APR 2 6 2019 TUKWILA PUBLIC WORKS DECEIVED CITY Os= TUKWILA APR 2 5 2019 PERE,IiT CENTER Z 3 �o V REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verity all dimensions b�tore proceeding with natrnetion. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify eopmpitancc with all local whelieable building codes h e the home is to be constructed. 3. Purchaser should have plena reviewed by a lie - 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, -hi- teat. or structural engineer. Plan No: L2.2853.3R Date: 201E, n �.sf ILAT ION REQUIREt"IENT5 ♦WEN W-211WHIT � VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN SOX OF REQUIRED VENTS SHALL BE M UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. VENTILATION REQUIRED PER SEC. RSmb.i - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW, VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/I6' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/I6' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION ROW.I. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AAA PER SEC. RB062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND NWLATION CLEARANCE PER SEC. 06 RS3 - WHERE SAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A I -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: (AREA U IA65 Sa FT. OF ATTIC - 488 SQ FT. urPER Roop Ymm I59UvToW5-Y1Wr OF VENTILATION REQUIRED 003 SQ. INCHES) AF50 ROOF VENTS. (50 4 IN PER VENT) UPPER VENTS - 352 Sq. in (8 AW VENTS) NQP-.- SAYS VIEWING PROVIDED BY (4)-2 V8' DIAMETER LOWER VENTS - 352 Sq. Al. 'BIRD HOLES' PER SAVE BOCK 30 EAVE VENTS x 12' PER BOCK - 360 Sq. h (4)-2 1& DIA HOLES - 14Y, Sq in m/O MESH NFA m/ MESH - 12' Sq. Ht PER BOCK LOWER ROOF - GARAGE: (AREA 2) 308 sa FT. OF ATTIC AiCUW - Im ea R. OF VENTILATION REQUIRED (HS Sa INCHES) UPPER VENTS - 14 Sq. h (2 AF50 VENTS) LOWER VENTS - 14 Sq. In. 1 SAYS VENTS x 12' PER BOCK - 84 Sq. In LOWER ROOF - COVERED PORCH: (AREA 3) 96 Sa R. OF ATTIC ARSACM - .18 6a Fr. NOTE: UPPER ROOF VENTINCs PROVIDED BY OF VENTILATION REQUIRED (26 $a INCHES) COR-A-VENT ROOF-2-WALL VENT SAYE VENTS - 26 Sq Mt (85 SQ. iN. PER LINEAL FTJ 3 SAVE VENTS x 12' PER BLOCK - 36 Sq. In UPPER VENTS . 26 Sq. h (CONT. ROOF-2-WALL VENT) 85 Sa K X 2 LF(TR1SS BAY)- Tl ea Ill PER TRUSS BAY 26 Sa K REQUiRW/ 11 SQ IN- 1 BAY 9011-01' fir, 1=AVP vFNITB) COR-A-VENT ROOF-2-WALL PROVIDES 85 FREE VENTiLA PER LINEAL F (CUT 1' WIDE C IN ROOF DEO NEAR THE TOR 1 2rd& HEATIMs EQU11I I-IENt ALL WAR( -AIR FURNACE$ 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 FURNACE- AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS-0UI;iNM APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MiGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITIWFLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURIERB OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TPMMP4='OAT 12F lY9t.i7'!Q!]I THE: PRIMARY SPACE CONDITIONING SYSTEM WITHN EACH DWELLING UNIT SHALL BE PROVIDED WITH At LEAST ONE PRCGsRAMMABLE 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, MFR'S INSTALLATION NSTRUCTi" AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST PONT WHERE THE VENT PASSES THROUGH THE ROCS OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTESZMAKE UP AIR i. WHERE THE EXHAUST DUCT IS CONGEALED WITHIN THE BUILDING CONSTRICTION, THE EQIAVALFEN 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 T14E EXHAUST DUCT CONNECTION. ) 2. INSTALLATIONS EXHAUSTING MORE THAN 200 C FM 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 SE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. i- a= D - 100 SO INCH TRANSFER GRILL PER IRa'C G243SA (614.6) AS AMENDED BY WASHINGTON STATE M1501A GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. M15012 RErlw1l ATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOM$ 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 AMC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MISO13 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS $HALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MiS013.1 THROUGH MI50133. MI5013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROO1 SHALL BE EQUIPPED WiTH A VENTILATION SYSTEM COMPLYING WITH SECTION MMM3A, M150135, MW13b OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. M150132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING; INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEWUMIDISTATS, TIMERS, OR OT44ER APPROVED MEANS. 4. CONTINUOUS U44OLE-HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN CAN' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZM OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CCNTROLS THAT READS U44OLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. NTEWITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT W14OLE-HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWNGt 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERRMiTTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANG, OR SUPPLY FANS WITHOUT ENER31ZIN63 OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5A THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LAST ONE HOUR OUT OF EVERY FOUR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 5b 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.5 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'U440LE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MIW132J OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. MI50133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM -HALL PROVIDE OUTDOOR AIR TO EACH OWELLNG UNIT AT A CONTNUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE MIS01330). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 15 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 Mi501330U IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE Mi501330). M150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH 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 REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. MI50135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS, NTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCT$. INTEGsR47ED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A -TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A FONT 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 CONNECTED DIRECTLY INTO A FURNACE CABINET TO R"REVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION Mi50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. MI50135.2 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. MIW353 OUTDOOR AIR INLETS, INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL.. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE iT WILL 1110K UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL-BURNMCs 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. MINMA LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COMM ODOR 18 PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI501.4. SEC. M1501 Mi5misR.i LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 59) efln AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cftn AT 0.25 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL ISSS) OR AMCA 210. EXCEPTION, WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 18 USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 eftn AT 0.10 INCHES WATER GAUGE. M1501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. I��� • pir ► - FAY i;. � iF ^ {���ri�►1 _ c A i • c .-•• % 25% 33% 5O% 66% Irm 100% FACTOR 4 1 3 2 1.5 13 1.0 TO BE EXHAUSTED I EXHAUST RATES 100 cfm INTERMITTENT OR 25 cfln CONTINUOUS LA UNORY ROOMS ET RIMS I MEC14ANICAL EXHAUST CAPACITY50 o NTERMI INDOOR SWIMMING, OR 2CCNtTM�U0U8 ZM ME= GCE QQMLLMM .BAND ORII 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENEiRGY CREDIT OPTIONS: tla, 3a, 5a, 5c - 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402JJ WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U-028 - FLOOR R-30 - SLAB CAN GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (iD CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 54%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SiNK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 115 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. Sc - EFFICIENT WATER HEATiI G 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 HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 20M kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF OG-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. RECEIVED CITY OF TUKWILA big-t- HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING ]BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDiRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WiDTH OF 1/2, PER SEC. R319.1 AP?3 2 K 20i9 REVIEWED FOR CODE COMPLIANCE. APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION i. 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 li a )to - builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2-2853-3R Date: 2015 2x& EXTERIOR IIAALL 1/I6' PLY OR 085 —. SHEAT141143, TYP. SIDNG PER ELEVAT100— OvM VAPOR CARRIER, PEE-PNIONM CONTMIC O - SFCEtI'CTAL PLASHN3 TYP. COMP? ROOFM OVER VAPOF BARFRM ATOP M'PLY OR 065 SHEAT103, TYP. Miss OR RAFTER PER PLAN ROOF TO WA1.1, PLASHINCa 08TA11. RTB eLAWINS W.n,l SIDING PER ELEVATION MCAL Las FOOD TRIM FLASHING C// —2X3 BEVELED TRIM HORIZ TRIM AT SHNAT1 I1 4/woon STUCS N.TB. ......... .... I........1. .. ... I ........... /.. FIX 12 't FLASHING p� ADHERED + CULTURED STONE STONE VENEER N.TB. 12 ............. 12 5�.. ........................... ....... MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.13 AND THE REQUIREMENTS IN SECTIONS 12A AND 123 OF TMS 402/ACI 530/ASCE S. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R1031.1, ARTICLE 33C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. - CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS: OR MINIMUM OF 1,2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM "IS -INCH OR 26-GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 312 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103A. - WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R10363. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION R103.122. 6 REAR ELEVA710N . (NORTH) ROOF DRIP EDGES PER u- a HOUSE NUMBERS GIOLE WITH NT ASTING VISIBLE t ( ��� SEC. R9052B.5 PROVIDE I/� -) -O BEACKGROUND FROM THE STREET j DRIP EDGE AT EAVES' 4 FRONTING THE HOUSE. GABLES W/ A MIN. 2' ADDRESS NUMBER SHALL BE MIN. OVERLAP 4' HIGH t A MIN. STROKE WIDTH OF e 1/2' PER SEC. R319.1 GABLE END DECO BRACE IF SITE REQuipzsTyr PER SIDE I`I I ��1�?��IIIIII I I II BARGE _ i DOOR I PIWNT Ell MI IIIIIIIIIIIIIIIIIIIIIIIIIIIIII ❑ ON[�-. _ V 5/4X4 CORNER BPS �IIIIIIIIIIIII r � I��IIII IIII IIII IIIIIII �I■I m MOM' + :` CONT. SUTTER ����11 IIIIIIIII III■I� 12 ' a- .-.. Lr=f7 ELEVA710N 1/4"= I'-O" (SOUTH) ..... . . . . . . . . . .... MAIN ## 11� O' GRADE TO SLOPE AWAY FROM FOUNDATION AMIN. OP 6" WITHIN THE FIRST 10' 6'-0. ■ IN N MAIN P.P. 100.01 —i;6^-61VED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER . w1.4 A •a a zj 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 desiggned to be marketed tbrcugbout many municipalities. The purchaser must verify compliance with all local Z.- building des where the home is to be constructed. 3. purchaser should have plans reviewed by a lic- ns d builder and strcct- urel engineer for compli- ance to specific site con- ditiona. 4. These plans should not ba altered by other than a qualified deslgaer, archi- tect, or structural engineer. ' Plan No: L2-2853-3R Date: 6-26-I9 COPYRIGHT 2010 Landmark Design Inc. ALL RW*M RESERVED STONE VENEER (ADHERED) (�I 1 7 30'-0' xo xo �vvvvvyovvyvyvvvvvvy� vvvyvvvvv vvvvvv c� v vvv vvvvoyv EGRESS vvv c vvvvvo v vv -R4S --- 6T'SLIDE-IN H \ EF. a' C G. i MSTR. - 8' CLG. I a mA97ip. B DROOM I 8' CLG EF. 4 So CFM 110V H EF. S.D. -� ER m - 50 CpM_ 14 ;o r BATH BPt ® a' CLG. `s s, BED OM 2 9 ar C Z.I 2X6 WALL_ O LINE \ 9 _ _ _ 110V ARCM- .. v - STOR. A CLOSET IL - 8 T D o DN y � 16 P. I i�c , LOFT n� m OPEN TO BELOW jo a, CLG. 3 I I O 0 i 11'-0' IO a 15 R fA �..' 4 \ ci SHELF - -' - - - ® ® LINEN - - - - - - s1 4/04 S.D. S D. I BEDROOM S FACE OF WALL FLUSH W/ GIRDER TFW S ABOVE BEDRPOM 4 ° i6 \ `vv EGRESS VAJLjD CLdL I D \ 4/Ox4 XO 1 1 I.\\ lit �� iv ❑ E LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 13 INCHES FROM TOP OF THRESHOLD. (R3113.1) i 4'-21j' 4'-0' 4'-0' 1'-3. 2'_b' 01 Q W 8/0x5/ XOX 36' ILING PER IRC III 0 i 01-TIO 4AL' METAL FIREPLACE GGYE D`" INSTAL L PER MFR DEG 1 SPEC& PROVIDE WOOD L� Sa IN OUTSIDE AI ` A.Y 0ININ5 ROOM /6x5/ FX 5/0x5 0 XO 2/6 /O FX iosz 1 7 /0 $GD I BUI T-N \ ` METAL FIREPLACE INSTALL PER MI R 0.' ( DWI % \ SPECS. PROVIDE 6' &MEAT ROOM 4 ( o Sa IN. OUTSIDE AIR 9' CLG. {trgT }{ ❑ A D.V. SINK 2, 0, I W i O M j Ig I I W��vopTIJ T L BUI-N 100 CFM v VTO$ EF 4'-0' M vARCH 2X6 WALL JARC44v � - - - v y vAcvvv v vvoyvov�� vvvv�� M - - - - S I�g wvvvyoyv v vw vv avyvv yv vvvvovyvvvvvvyv y vv o� S.D eX6C�1�� \ \. R v UP G 1 1332� I tb R IE 139G/A TYf \ 42' GUAR? RAIL MEN PER I.RC. TYP. I ENTRY OPEN TO ABOVE' 5'-4' 2'-8' ` y�-------- I �... � � CLCa. INE \\ 6 , ww..v yvwvwvvvvvovvyvwc wvyyvv�vC�Cvccw i IN. SOLIDCOREI Wd DA DOOR SG DEL 20 MIN. RATED I HALF WALL WALL MOUNTED GAS S W/ WOOD CAP HOT WATER SYSTEM MIN. i� ` �® EF. (ENERGY FACTOR-0.91) I G 50O` RED PORCH WOOD 10'-0' DECK v 5ARA5E vv vvmyyvvvvvv vvvy USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS - - - - - AND BEAMS IN 1/2' GWB 36' RAII.ING PER IRC bR '$ L----- -----� i- M NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 8/0 x /0 O.H. DOOR 8'-3' RO. 16/0 x 8/0 O.H. DOOR 10,-0' W 4 TWEA♦, MAIN FLOOR: 106590. FT. INTERIOR STAIRWAY ILLUMINATION PER BEC R34D31 IRC UI- F R FLOOR: 1 522 90. FT. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL UPPER ER ATTIC: 468 SO. FT. LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION $HALL RECEIVE PRIMARY POWER FROM INDIVIDUAL SHOWER AND TUB -SHOWER COMBINATION CONTROL VALVES FER 2015 UPC 4083 TOTAL: 2555 SO. FT. THE BUILDING WIRING. THE LIGHT SOURCE SHALL ESE CAPABLE OF ILLUMNATOG TREADS AND LANDINGS TO LEVELS NOT LESS SHOWERS AND TUB -SHOWER COMBNATIONS SHALL BE GA R 4Gr=: BC I SO. FT. THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, T}ERPMOSTATIC, OR COMBINATION FRONTPOC�RCH: "t0d SO. FT. FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE PRESSURE BALA.ICE/THERNG MOSTATIC MIXIVALVE TYPE THAT PROVIDE SCALD AND THERMAL SHOCK, PROTECTION FOR THE p REAR TORCH: 1041 SO. FT. STAIRWAY HAS SIX OR MORE RISERS. 11=FTION, A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTNG IS PROVIDED. RATED FLOW RATE OF THE INSTALLED SHOWEERHEAD. THESE VALVES SHALL BE INSTALLED AT THE PONT OF USE AND N COPYRIGHT 2010 Landmark DeWp Ina. ACCORDANCE WITH ASSE 1016 OR ASME 112.18.11C8 5125.1 ALL RRSHTS RESERVED EXTERIOR STAIR�1aY ILLL>r'!INA7IGN PER SEG R_a03B IRC EXTERIOR STAIRWAY$ SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMNATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL $HALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. LIMITATION OF HOT WATER IN BATHTUBS AND WHIRLPOOL BATHTUBS E'ER 2015 UF'C 4093 THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM THE DATH'RL43 AND WHIRLPOOL BATHTUB FILLER SHALL BE LIMITED TO 1207- BY A DEVICE THAT I$ IN ACCORDANCE WITH ASSE 1010 OR CSA 131253. THE WATER HEATER THERMOSTAT SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION, WHOLE HOUSE VENTILATION - INTEGRATED. INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REOUIREMENTS. 'REFER TO 84-EET N-2 TABLE I50933(1) 4 1501330) FOR FAN SIZING AND RUN TIMES ENERAL NOT I. ALL WORK TO BE IN CONFORMANCE WITH 2015,1RC. 2. VENT ALL EXHAUST FANG, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. it 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM '12' ABOVE DRAIN 6. SHOWERHEAD$ 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.PM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM _ 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO n BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARM$ - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATION& 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 A MANNER THAT ACTUATION OF ONE ALARM U)iS' ACTIVATE ALL OF 7HE ALARMS IN THE NDIVIDUAL UNIT. CM -SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON SEC. R315 AN APPROVED CARBON MONOXIDE ALARM SHALL 9 BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF 1n 1- EACH SLEEPING AREA IN THE IMMEDIATE VICINITY in OF THE BEDROOMS. PER 2015 IRC 4 WA, STATE AMENDMENTS SEC R315. IL INSULATE ALL WATER PIPES PER UPC SEC 312A MINIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-a PER WBEG R4033.1. DUCT$ WITHIN A CCNGRETE "t SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS $HALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. _GAS PIPING IS TO EtE PROTECTED PER G2415.1. WHERE PIPING IS METALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE 9 PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT DADS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 0 1 t. DRYER DUCT SPECIFIED LENGTH PER SEC M1502s51. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10A68mm) FROM THE BLLLERIS�AW�YsTRACER CONNECTION TO THE TRANSITION DUCT FROM THE . WHERE FITTINGS Wig W TER0 AT NON ARE USED, THE MAXIMUM LENGDRYER TO T14E OUTLET TH OF THE EXHAUST PIPING PER UPC bID49. DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE MISMA.S.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. IS. 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. b1+0139 UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING 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 $HALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENIIK# HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. E: D - 100 SQ INCH TRANSFER GRILL RECEIVED CITY OF TUKWILA JUN 2 8 2019 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 des'gnad to be marketed throughout many municipalities. The purchaser must verify ompllance with all local applicable building den where the home is to be constructed. S. Purchaser should have ep�nsreviewed by a llc- d builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. I Plan No: I L2-2853-3R Date: 6-25-IS PERMIT CENTER t7 J ANT. DSL. TOP P'1..,4T1= Z-10 RISID INSULATION SHADED AREA) 4X HEADER iKINS STUD EXTERIOR PLYYVOOP TRIMM0R FRAMING NOTES: I. ALL MULTIPLE JOISTS OR SEAMS MUST SE BOTH GLUED AND NAILED W/Sd NAILS a 24' O.C. NAILED TOP t BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4xS DF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 1 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. S. a MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. Q REFER TO SHEAR WALL SCHEDULE. FOUNDATION NOTES: I. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED $OIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL SEAMS TO SE 4x10 DFL 02 ON 4x4 POSTS (4x& AT SPLICES) ON 24' PIA. x S' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO SE ANCHORED AGAINST LATERAL MOVEMENT. S. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORt, MY SOLID SLOCKIN-s OR BY ANOTHER APPROVED METHOD. 9. PROVIDE MINIMUM IS'-24' CRAWL ACCESS. CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. S. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R40S. -FOUNDATION VENTS $HALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9 INTERIOR GRADE OF CRA UL SPACE $HALL BE SLOPED TO DRAIN AND INSURS THE REMOVAL OF WATER 10. PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11, 1 INDICATES 'SIMPSON' HOLDDOUtJ. 12. SEE SHEARWALL SCHEDULE FOR Q ANCHOR BOLT SIZE 4 SPACING (SHT S1.0). [Tj� l t, W/ Hi 15ASS ON 24x24'xl2' CONCRETEal I ii i — P.T. `n III III IIl - r Pill �� III • /_ VAU CONCRETE JJ1 5-04 EA WAY __ _r: ON 24'x24'xl2' 1 /41 I'-O" STHD EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. 12' MIN" AWAY FROM HOLDO" COPYRIGHT 9017 Landmark Design Inc. ALL RJORM FSOERVEQ P m a m - REVIEWED FOR CODE COMPLIANCE; APPROVED JUL 19 2019 City of Tukwila n BUILDING DIVISION 1. Contractor or bniider must verify all dimensions before proceeding with construction RECEIVED CITY OF TUKWILA JUN 2 6 2019 PERMIT CENTER t This plan s deafgaed to be marketed throughout many municipalities. The purchaser must verity compliance with all )Dent applicable building endas where the home is to 6e constructed. 3. Purchaser should have eplans reviewed by a lic— d builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans hould not be altered by other than a jqualified designer, archi— ct, or structural engineer. Plan No: L2-2853-3R Date: 6-26-111 ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION RSM-1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A ]-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS 20 C LJ ROOF OVERFRAME NOTES: IRC SEC R8023 I. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE D RAFTER AT ALL VALLEYS AND HIPS THEME A SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). I. ALL HEADERS TO BE 4x8 OF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS t WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS PER IRC SEC. 502.11.2 AND 802.103 AS WELL AS THE TRUSS INSTITUTE'S BUILDING COMPONENT SAFETY INFORMATION. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER ANC 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 SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC, R806. ALL FRAMING TO COMPLY WITH IRC SEC R802. 6, a 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 A 4XI2 --- �7 V — ------------- — — CH 15UIL7 SEE MCA INTO tw A T CS W SES OR Di TAI MB 1 3 112 MIN.2 ACC 2 S� ' RC R RC 22$ 80t1 — -- - - --A �i IGIDE OV I C ----� UI a® 12 1 I S _ — - — ��a\iI ------------ � _ / I\\ I \\�\ \M — \\ � rp \�1 �8 � 2-1 ��� \\� I \\ I '. \\\\ Q- ®®F F RAM I NIS, PLAN 1/4"=1'-O" APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1301W I. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REOWRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS 1-1I305.13.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 9Q' PLYWOOD ATOP BOTTOM CHORD OF I'M. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-4S INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/49 t I -LAYER R-I1 (3-1/I'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. 2 82.0 a E SECTION DETAIL A-6) :ONT. DESL. TOT' PLATE i-10 M161D INSULATION 3HAV DI ARE OF WALL 1X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER NTS ` \ \, 22112'x36' ",l �V CABINET N DOOR a OPT BATH \l L----OMP LING I----------- � d r ---- — � -Sa 19 X � u1 • 10 vx PLAYROOM 8' CLG.DN 61 9 - - - - - - - - - - - - - - - --------------- 3ro' WALL CAP P SLOPED CEILING CABINET FACE DOOR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION C;_ i O TLIKINII-A A1' 2 5 2519 PERMIT CENTER I COPYRIGHTll r ALL RW4M'_*_WMP0 NOTE- - BEARING OR EXTERIOR WALL FASTENERS FOR TREATED NOTCH 25%, BORING 40:5. WOOD TO BE HOT -DIPPED - 605 BORING IF DOUBLED t GALVANIZED, STAINLESS LESS OR EQUAL SUCCESSIVE STUDS. STEEL, SILICONE, BRONZE - NON -BEARING MAXIMUM NOTCH OR COPPER 40%, BORIT 3 6096. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before preceeding 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.1, a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should act be altered by other than a qualified designer, a hi— fect, or structural engineer. Plan No: L2-2853-3R Date_ 4-18-IS II io STAIR NOTES: HANDRALSUL-aEREnrRED SOLID TIGHT FITTING TRUSS BLOCKING MIN. 6x6 PT POST �R IRc r TO1LI OR SAFET0".1Y TR`MNALNATE M R IR 1431 OR 6,sFETY TSR1fNAt.b PER IIe: R3IL'iD2 (SEE DETAIL THIS SHEET FOR EAVE BOTTOM RB TO BE FIRE BLOCKED AT B01H TOP AND HANDRAIL TO BE PRE6ENT ON VENTING) \ ALL U&ABLE SPACE LNDER STAIRS TO SE I HOUR ON AT PTOR�TIONN OAF OF STAR 4' $THEM &MALL O"TRICTICN. NOT PAS$ TVRSDUC44 HAYS CIRCW.AR CROSS SECTION % 2x8 FASCIA BOARD y[6 % OF i • MN. 4 2' MAX EDGES MALL HAVE �1 C) C) t ; V / M seta To BE 10. au 4 ALL �uMa 011ARD�La TO BE 3a' - A MR RADWS OF ts'. \?' )O(�(1(1( 1O( X \ MN" WAD +eraTOBE6'-W. MIN.NfalrT. BARSE BOARD MNMM STAIR WDT14 TO BE 36'. OPWtW FOR REQUIRED C414I DS ON 76s' Li'a FLAMEBLOCKe FIRE -RATED PROVIDE CONTI.41Oas R40 RAIL 34' TO 39' Ors Tre SIDE6 OF STAIR TREADS S".L NOT N6' LP®FLAMEBLOCKO F{RE-RATEDFD TRIM OSB SHEATHING TREAD NOSNG AND MUST EXTEND BEYOND BOTTOM RanOFFERE 13 s erne [mAml TO PAS$ TtkrG/7CK 2x6 °2 DF STUDS * 16' O.G. OSB SHEATHING WA-7mm PYROTITE "I OMOOLASS SMATHINs OR °�o' TYPE 'X' GWB SHEATHING �• FER ATTACH SCUDS TO TOP 4 BOTTOM PLATE WITH LAMINATE APPLIED TO ONLY ONE FACE PROVIDE GUARD , STAI S, .0",LANDNO, OPEN , OR I lb ll�1 Ib MAx (3) AC4frod FRAMING NAILS. OF WOOD PANEL. SHEATHING MUST BE fe• a / utatxttaG alp AGE, atatRa, RM1PPa, FOI�CFIEb, oR BALCONEe CONSTRUCT TOP PLACE OF (2) STUDS INSTALLED VERTICALLY W/HORIZONTAL. `• MIN 36• HKaH R IO AF SPAM R447Rr R R3a>BE J AND R3ou 51 INSTALLED HORIZ At THE TOP OF THE GYPSUM ` JOINTS BLOCKED 4 W/PYROTITE Lm Tn6. oae BFBhTHIf b —SIDING OR TRIM PER PLAN ' 'P P4' NOR HArraRA2' I WALL WALL ASSEMBLY AND THE BOTTOM PLATE OF LAMINATE FACING THE OUTSIDE 4 MUST Y X NOT LESS i TIO NOR MORE THAN 2' N A SINGLE STUD. INSTALL 2x6 WOOD STUDS BE ATTACHED TO THE STUDS WAIV 6c[ NO SCALE cRosa SECTIONAL Olt HORIZ AS CROSS -BRACING POSITIONED AT COMMON NAILS SPACED 6' OL. AROUND Tn6• LP RAt�tottc POST DETAIL FOR STRUCTURES �Nc, TREADS MID -WEIGHT OF THE WALL. PERIMETER 4 12' O.0 IN THE FIELD. LESS THAN 5' PER IBC R3111521 i6 Mrti 6• aPFSRE THROWN • SPIRAL STAIRS 'o 'tt�a0 TO PASS TVPr]CtiOFI OPENNG "I SI D FROM PROPERTY LINE PROVIDE MN 9 UV RIN • A POW 12' �"".�...' BELOW STAIR NSTALL 4' 512' THICK NOMINAL 3 PCF DENSITY PEAR WHERE 'TREAD 15 NA14RCMT UNFACEP MINERAL FIBER BATT SIDING E GWB . cEiLNG, AND W4LLa x ' INSULATION FRICTION FIT BETWEEN THE �/ (�� i '. WOOD STUDS, GROSS -BRACING 4 2x6 WALL STim (50 ROOF VENTS / [31 exit atRJMaERB °✓a' TYPE 'X' GM APPLIED VERTICALLY TOP/EOTTOM PLATES. / (50 SQ IN NET FREE AREA) r FM BLO KW. 0 M WAI AW W/ HORIZONTAL JOINTS BLOCKED AND �; o LVe AHOY£ NOS ' / / txs THRJST BLOCK 8 AA�B BNEDE APtFd U9282 FASTENED W/6d CEMENT COATED 116, Plac TS PER [RC_ CUP -HEAD DRYWALL NAILS W/.0915' WEATHER BARRIER FASTENED OVER THE &ABLE ENP T IM HALL R7ETA�IL � SOLID TIGHT FITTING TRUSS BLOCKING ON �N SIDE � INTERIOR SHANK DIA 4 1i4' HEAD DIA SPACED 8' SHEATHING USING SUFFICIENT FASTENERS LESS THAN V TO THE PROPORTY LINE SOLID 'I '��% / O.C. ALONG STUDS 4 PLATES. EXPOSED TO PREVENT AIR POCKETS IN THE WRAP M V) � \) ) ) ( / DECK PER PLAN FASTENER HEADS AND WALLBOARD r Pr Rj Eye JOINTS MUST BE TREATED W/(2) COATS h' 2x8 FASCIA BOARD i of GYPSUM COMPOUND. A MIN. 2' PAPER, EXTERIOR WALL COVERING: DEL JOT PLASTIC OR FIBERGLASS TAPE MUST BE I. FIBER CEMENT BOARD EMBEDDED IN FIRST LAYER Or % 2. TI-11 SIDING 2x STUDS PER PLAN P.T. aoa \ COMMPOUND OVER WALLBOARD JOINTS. < 3. WOOD FIBER PANEL To O MI2c 4. CEMENT PLASTER (STUCCO) Ifs' SHEATHING ,AgR 5. STEEL SIDING EXTERIOR WALL COVERING 3-txtt Pr.aTRrraER3 — PER PLAN �a EXTERIOR DESIGN: (IGC-ES REPORT - ESR-1365) WALL TYPE 43.4 - 1 HR EXTERIOR WALL ASSEMBLY NO SCALE 1 � No SCALE '-0' of PROPERTY LINE _\ HL 35 ANGLE OUPPFTCI \\ EAVES 4 WEAVES WITHIN 5 ALL WITHIN 5'-0' OF PROPERTY LINE �\�\ � \�� � � e- _ � � NO SCALE PER IRC 302 4 TABLE R302.1 PER IBC 302 a TABLE R302.1 l %u �- (�� V` �� 1111kilhat J\ TY"ICAL STAIR RETAIL AND NOTES l \ c taa COMPOSITION ROOF W/ 306 INTERWOVEN FELT FIRE BLOCKING AND DRAFTSTOPPING: ff �• ON 1/2. 24/0 PLYWOOD SHEATHING'� �V PER SECTION R302.tI ' R302.12 °V ATTIC 1 ALL ROOF FLASHING To BE MIN. 26 GA " \\ \ �; GALV. STEEL. v v ��� \ 1. IN CONGEALED SPACES OF STUD WALLS AND �\ �\ \\� � PARTITIONS, INCLUDING FURRED SPACES AND vv 0 /wv vv0,v 0 V� ��� \�V PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS ROOF DRIP EDGES PER SEC. R°J052.8.5 12 C) \�\\ \\ \ \ \\ FOLLOWS. PROVIDE DRIP EDGE AT EAVES 4 GABLES � \ \\ A VERTICALLY AT THE CEILING 4 FLOOR LEVELS R-4q INSULATION ���V\\ W/ A MIN. 2' OVERLAP. P\\ V 1, B. HORIZONTALLY At INTERVALS NOT EXCEEDING 10'-0' �� �(�� A`U��\ 2. A7 ALL INTERGONNCECTIONS BETWEEN CONGEALED A Iv, VERTICAL VERTICAL AND HORIZONTAL SPACES SUCH OCCUR AT SOFFITS, PROP CEILINGS AND COVE CEILILI NGS. f•� �,AV ATTIC VENTILATION 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE \\ AT LEAST 40% NOT MOIRE 5 E THAN REQUIRED RED TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES _ ATTIC (ROOM /� \\ / VENTS SHALL BE IN UPPER PORTION OF VENTILATED UNDER STAIRS SHALL COMPLY WITH SEC. R3027. MAN ATTIC �S 24'O.C. / - ROOF STAGE (NO MORE THAN 3' BELOW THE RIDGE OR SEE ROOF FRAMING PLAN I \ // HIGHEST POINT) WITH THE BALANCE OF REQUIRED 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES, VENTILATION PROVIDED BY EAVE VENTING. AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. I 2x SCREENED SAVE - VENT BLOCKS WK4) 21/a' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' HIK AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP IE 2x6 STUDS 0 I6' O.G. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) TIGHTLINE FOUNDATION DRAIN- 4' DIA PEW. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC R-4q INSULATION HIGH C VON A UTILITY BATH KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) N R-461 INSULATION ❑ LOFT FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) GAKA6E �I y i Ili I• X X 6 MIL VISQUEEN VAPOR CBARRIER RAWLSP THROUGHOUT CRAWLSPACE 1 \ LAP SPLICES 12' MIN \ SIN OTRHM, (_ f _ - Z-- - --- - 1_J ING - BEARING OR EXTERIOR WALL NOTCH 2596, BORING 40%. - 60% BORING IF DOUBLED 4 U I L P I }L 16 B p 7 (/y'j� I LESS OR EQUAL SUCCESSIVE STUDS. COPYRIGHT 2010 '�1 "- , „�./ 4✓ V - NON -BEARING I5OR6MAXIMUM NOTCH Landmark Deelgn Inc. 3/8 -I -O ALL RIGHTS RESERVED - HOLES NO CLOSER THAN 5/8 {NCH TO FACE OF STUD. a-q-qqh-- GRADE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2019 •t« City of Tukwila BUILDING DIVISION C:TY OF TU4 V;Ln, APR 2 5 2019 PE 10 T CENTER N z E � zz- N pp Z6 1. Contractor or builder must verify all dimensions before proceeding with construction. Z This plan was designed to be marketed throughout many municipalities. The purchaser moat verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have Plans recie,sed by s lie- bduilder d truct- d i engineer for compli- ance to specific site con- ditions. 4. These plans should net be altered by other than a qualified designer, archt- Wei, or structural engineer. Plan No: L2-2853-3R Date: 4-18-IS �1 FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.11 - R302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERO"CECTIONS 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. I. 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES, AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. ROOF DRIP EDGES PER SEC. RBO52Z5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED SAVE VENT BLOCKS W/(4) 21/s' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 11 MIN.. . . TYPICAL EXTERIOR WALL (2)1x& TOP IE 2x& STUDS ® I(V O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED S/8"=1'—D" UPPER ATTIC STAIR �� m RECEIVED CITY OF TUKWILA APR 2 5 2019 REVIEWED FOR CODE COMPLIANCE APPROVED t ' JUL 19 2019 i 1, City of Tukwila BUILDING DIVISION 1. Contractor or builder most verity all dimemlons before proceeding with construction. 2. This plan was designed to be marketed throughout maap municipalities. The purchaser must verity compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lle— ensed builder and stmet— urai engineer for compli— dnce to specific site con— itions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No. I L2-2853-3R Date: 4-18-19 6 FF-.- A.._T FLOOR ELECTRICAL A --- - FLOOR ELECTRICAL 1/411=11-0.1 INTERIOR: STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDING36 AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILPM WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATM TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY WAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 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 WIRWN EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. � � tl LIi LIVr�J CITE TLIKWILA ----- APR 2 5 2919 MAIN r-LOOR ELECTRICAL PERI-IIT CENTER I�4°=i�-•Du ELECTRICAL KEY COPYRIGHT 2010 Landmark Dea►gn ino. ALL RIGHTS RESERVED OVERHEAD CAN { REVIEWED FOR OUTLET CODE COMPLIANCE APPROVED DUPLEX OUTLET 220V OUTLET $ � i JUL 19 2019 City of Tukwila BUILDING DIVISION e IP COMBO. EXT. FAN (VTOS) t LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. a I110 &WIBATTERY CABLE T.Y. JACK IF UNDER COUNTER LIGHTS 44�i GAS OUTLET HOSE BIBS EXT. FAN VTOS {b 1. Contractor or builder must verify all dimensions before proceeding with construction 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans re wed by a lic- ensed builder and struct- ural engineer for ompli- die to specific site con- tons. 4. These plans should not be ltered by other than a qualified designer, archi- tect, or structural engineer Plan No: ' L2-2853-3R Date: 4-1S-113 GENERAL 5TfRUCTUSAL. NOT 5 ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WiTH WASHINGTON STATE AMENDMENTS. DE51GN LOADS: ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD 25 PSI- (SNOW) 15 PSF 40 PSF (RESIDENTIAL) 10 PSF WIND BASIC WINE) SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY 11, EXPOSURE B, K. = ID SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se = 15 - IBC FIGURE 16133(1) sm = 10, le = 10, R=65 C. = 0.154 INSPECTIONS: No SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM Pc = 3,000 PSI WITH 5B 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 41i2% t1.5% 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 REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (N = 60)WO PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'40" MINIMUM UNLESS OTHERWISE SHOWN, PROVIDE ELBOW BARS (32 DiA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS iN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES 1112" EXPOSED TO WEATHER OR EARTH pie" (S AND SMALLER) 2" ft AND LARGER) FOOTING BARS 3" TIMBER, ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DK OR BETTER POSTS DF12 OR BETTER 2x FRAMING HK OR BETTER ALL 2x TIMBER SHALL BE KiLN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZiNC-COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10B. 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 U NSOLIND KNOTS LARGER THAN 112" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED J015TS: 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 PARALLEL STRAND LUMBER (P5L): PARALLEL STRAND LUMBER (PSL) TO BE BY TRUSS JOIST WEYERHAEUSER (PARALLAM) OR APPROVED EQUIVALENT (Fb = 2 SW PSi, E = 2.0 x 106 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN ESR-1381. BEARING LENGTH SHALL NOT BE LESS THAN P411. DO NOT CUT OR NOTCH BEAMS WIT14OUT`PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN V-011 WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" O.G. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH ibd o 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTEDIN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (2411(o) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMA WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF NOT -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 a 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UND. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UAO. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 12" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH Ed COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND Ed COMMA OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPi i-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED N 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. LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED DESIGN LOADS AND IBC CHAPTER 16. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL AND MAINTAIN DRAWINGS ON SITE FOR INSPECTION. CONTRACTOR TO VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION AND INSTALLATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. NO TRUSS SHALL BE ALTERED WITHOUT PRIOR WRITTEN CONSENT OF THE TRUSS DESIGNER AND ENGINEER OF RECORD. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFOR"i 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 WiO1;K 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) 1/211 CDX 8d 6" O.C. 5i8° a 6 0" O.C. Qall = 230 PLF D O OR OSB '/2" CDX 8d is 4" O.C. 8i8" a 32" O.C. Qall = 350 PLF OR 065 11/2" COX 8d o 3" O.C. '/8" a I6" O.C. Qall = 450 PLF OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / S2.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.G. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.10.1. NAILING iN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZING -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 TI INTO CONCRETE. WASHERS TO BE 3" x 3" x 114" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153, 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH ibd 9 12" O.C. STAGGERED. �I I I ---------� UPPER FLOOR A = 1,322 SQ FT a I LSTA36 - HDR 4 SILL TO 3x BLOO*A B (tYP. 2 PLACES) I LSTA36 -14PR 4 SILL j TO 3x ELOCKMG L -- (fl2PLasT----1 'P. LSTA36 - HDR 4 SILL TO 3x SLOCKM - (TYP.2 PLACES) �__�xPiG18_ LSTA36 - MR 4 SILL TO 3x BLOCUC@Yx Mr. z PLACES) 04x!9k5a5_ tow - eEt4•I 7 TOP PLATE MAIN FLOOR A = 1063 SQ FT rh� n A =5'32 SO FT �Y v 5V2 x 135 CaLB _ x x 105 — — — — — 7 I I I I I i I I I I I 1 ---J 4* RATED &fATHMG mt Sd s 41 O.C. TO FWW, NMI TRIES TO DEVELOP CAPACITY OF CONNECTOR dEGTOR STRAP FLAK 671.0 (NOT o SM) Dal. 2x TOP PLATE (SEAM AT SUM) DRAG STRUT CONNECTION Sim SQ"W , r-e' i2\ SEED FOOTING DETAIL 81ID BCN.f '4' • P-O' Ibd a IW OL. SOLE PLATE NAILING. %1 SIEFLOOR (3) Sd JOIST -TO -TOP MSTC40 HOLDOUFL ALM PLATE I=. MAINTAIN WiTH EMBEDDED SM MiN.1�" E D DISTANCE rrPE HOLDOUN BELOW sl#ATHiNS 4 NAILING PER PLAN. SPLICE TO OCCUR ON COht'2'(ON MEhEER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE UNO. Is• M tit SAR CONTINUOUS ( MIN �— TYPJ g° k-1' a C3-'\ CRIPPLE WALL_ WITIH BACKFILL FOUNDATION 2x661M916.=USE DEL STUD s ETAS OF 61 EAR WALLS 4 HOLDOItNB. 2x NAILER AND PT SILL m! %1MAX 4 —ANCNOR BOLT 4 31 x 31 x 1141 WA%fR AT 5'-0. O.C. UNO. (ALL MASA • 4S° Off) sTFD TTPE NOLDcuN PER PLAN. —44 BAR • 19 O.G. - Hmz 2'.0. --4LBAR a 16° O.C. - YERT. MAX�rfl FNIS14 GRADE ecv.E, �b• . r-ar Ci d y` OF TUKL)fILi; APR 2 5 2019 PEP tuiiT CENTER REVIEWED FOR CODE COMPLIANIAN CE APPROVED JUL 19 2019 City of Tukwila BUILDING DIVISION H O v O Q co q w w q � m rt'i p Q) ° d V q QJ) wTn a ro A m A cf) V � JU LI) A C ZLu 11� z W v o COPYRIGHT 20n, SEGA ENGINEERS RATED SHEATHING PER PLAN ad * 6" O.C. 1/s" RATED SHEATHING EXTERIOR SHEATHING PER (4" O.C. a SIM) PLAN OR SCHEDULE ad a 4" O.C. - 1/2" RATED SHEATHING 8d a 4" O.G. ',s°RATED SHEATHING w1 21 Hi FRAMING ANCHOR 8d a 4" O.C. EDGE NAILING m EACH TRUSS. USE H10A-2 2x BLOCKING w/ 16d a 8" O.C. 2x BLOCKING w/ (2) 8d 0 ad a b" O.C. AT D5L TRUSS. GABLE ENP TRUSS. �i t0 STUD EACH ENp UJ 1 12" RATED SHEATHING 8d a 4" OC. 4 n RAFTER OR TRUSS PER PLAN pis" RATED SHEATHING N N A35 a 48" O.C. w/ (2) ad TO 2x BLOCKING MONO TRUSS PER PLAN 2x VENTED BLOCKING. TRUSS PER PLAN DBL 2x TOP PLATE. LAP (USE 24" O.C. At SIM) END NAIL TO TRUSS a D5L' 2x TOP PLATE. LAP SPLICE 4'-0" MIN 4 NAIL w/ Ibd a b" O.0 . STAGGERED. 2x BRACE PER TRUSS SUPPLIER 2x STUD PER PLAN EACH END wl (2) 8d. SPLICE 4'-0" MIN. 4 NAIL 2x a AC O.C. SECURE U PLI NOTE: SHEATHING AND NAILING PER wl Ibd 9 6" O.C. STAGGERED SHEATHING 4 NAILING PER EACH END. ADD 2x STIFFENER SEE ARCH FOR FLASHING SIMPSON LU524 PLAN OR SCHEDULE. SPLICE 2x FRAMING PER PLAN PLAN OR SCHEDULE. SPLICE WHEN LENGTH EXCEEDS '12". REQUIREMENTS. HANGER ti TO OCCUR ON COMMON TO OCCUR ON COMMON o MEMBER OR BLOCKING (BEAM AT SIM) MEMBER OR BLOCKING. CD o 2x FRAMING PER PLAN GABLE END i GIRDER TRUSS q co (HEADER a SIM) w p 1 TYPICAL ROOF FRAMING CONNECTION i')�ROOF FRAMING CABLE END o3o LOWER ROOF FRAMING 6 SHEAR WALL ® LOWER ROOF FRAMING 6 GABLE END 52.0 SCALE: P - P-0" 82 0 SCALE: P . P-0" S2 0 SCALE: P = P-0" 52 m SCALE: P . 1'-0" q o b G q SOLE PLATE NAILING. D51- 2x TOP PLATE USE ibd a ib" O.C. MIN. Ibd a all O.C. SOLE ad a 4" O.C. 151MPWNI HOLDOWN PLATE NAILING. , STRAP PER PLAN SOLID RIM JOIST RIM JOIST wf (3) „ 34" SU5FLOOR HDR PER PLAN. ^ (3) ad JOIST-TO-70P ibd a EACH JOIST a 4 OL. 2x JOIST PER PLAN '� co o PLATE UNA. MAINTAIN 3/4" SUBFLOOR 2x BLOCKING w! FRAMINGA MIN l�iz° END DISTANCE. MSTC HOEDOWN 6D TOP PLATE. W SHEATHING 4 NAILING PER PLAN. STRAP PER PLAN vi w 3x BLOCKING. EXTEND SPLICE TO OCCUR ON COMMMON (2) BAYS l24" MINIMUM) MEMBER OR BLOCKING SHEATHING 4 NAILING I'-0° OR TO CORNER PER PLAN (TYP) 34" SUBFLOOR TRIMMER STUD(S) cQ 2x STUDS PER PLAN. JOIST PER PLAN (USE D5L W J' (SEAM A7 SIell M) JOIST PER PLAN w/ HUC210-2 a HOLDOWN) SHEATHING 4 NAILING PER DBL 2x 70P PLAN OR SCHEDULE. KING STUD 2x DEL TOP PLATE. LAP 2x BLOCKING w/ A35 FRAMING PLATE SPLICE 4'-0" MIN, 4 NAIL ANCHOR 7o D5L TOP PLATE. 2x FRAMING PER PLAN. w/ 16d a 6" O.G. STAGGERED, END -NAIL TO JOIST WITH 2x FRAMING (BEAM AT SIM) (2) Ibd EACH END. PER PLAN. viz" RATED SHEATHING 4 LSTA STRAP PER NAILING PER SCHEDULE. 5 TYPICAL FLOOR FRAMING CONNECTION 6 FLOOR FRAMING 6 CANT. JOIST FRAMING AT INTERIOR SHEAR WALL PLAN (TYP). 32.0 SCALE: 1" . P-0" 82 0 SCALE: i" . 1'-0" SCALE: 1" . P-0" 2x SILL PLATE RECEI C CITY OF TUK4` L Ibd a 8" O.C. SOLE lbd a all O.C. 2 5 20f O.C. SOLE 3x BLOCKING PLATE NAILING. 16d a ib" O.C. SOLE PEPNANT CENT SHEATHING 4 NAILING PLATE NAILING. PLATE NAILING. (TYP) ad a 6" O.C. UNO PER PLAN OR SHEATHING 4 NAILING ad a 6" O.C. UNO SOLID RIM JOIST oso SHEAR GALL FORCE TRANSFER DETAIL SCHEDULE PER PLAN OR 3/4" SUSFLOOR SCHEDULE 3 v 34" SUBFLOOR sz.0 SCALE: P . P-0" �4 SUBFLOOR MSTC HOLDOIIN o '4 NAIL[I�G PERTED ATHING PLAN. PER PL)lyl—\ L6TA24 STRAP (FAR SIDE) 16" JOIST PER PLAN HDR PER PLAN. PLATEMINIMUMMINIMUM NAIL SHEATHING To NPR JOIST PER PLAN w/ ad a 3" O.C. EACH WAY. TRUSS PER PLAN JOIST PER PLAN OVER PANEL TO KING STUD. � ('n1 LU52b HANGER LUS210HANGER BEAM PER PLAN :ie`e TRUSS SUPPLBEAM PER PLAN SEAM PER PLAN FASTEN)2OTWS 1 d AT 3' OLADER .x C'D " (2) 2x STUDS (TYP) L e 5HEAR WALL FRAMING AT FLUSH BEAM 10 SHEAR WALL FRAMING AT FLUSH BEAM n SHEAR WALL FRAMING AT BEAM sz.0 SCALE: P - P-0" sz 0 SCALE: P . P-0" sz 0 SCALE: 1" . P-0" 4x BLOCKING a MIDDLE 24" IF REQUIRED. n' 16d a 16" O.C. SOLE 10'-0" `� o 2x BLOCKING w/ (3) ad 2x STUD PER PLAN. USE MINIMUM PLATE NAILING. MAXIMUM i-- Sd a (01, O.C. TOE -NAIL TO 4x BEAM 4 (2) 2x STUD a ENDS OF SHEAR 2x STUD PER PLAN. USE DBL ��i" RATED SHEATHING (24/0 EXP 1). (2) 8d TO JOISTS, WALLS 4 HOLDOWNS. SEE SHEAR 34" SHEATHING STUD At M OF SHEAR WALLS NAIL w/ (2) ROWS ad a 3" O.G. A7 SUBFLOOR PER PLAN WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT w/ 31lx3"xli4" 4 HOLDOWNS, SEE SHEAR WALL PANEL EDGES./ JOIST PER PLAN WASHER. SEE SCHEDULE FOR SCHEDULE FOR 3x STUDS. REVIEWED FOR SHEATHING 4 NAILING PER SHEATHING 4 NAILING PER CODE COMPLIANCE —� SIZE 4 SPACING.USE ai8"A AT 2x4 wf (8) ibd At PLAN. SPLICE TO OCCUR PLAN OR SCHEDULE (2) 2x PLATE. (NAILAPPROVED ON COMMON MEMBER 60 O.C. UN.O. SHVG TO EA LATE) BEAM LICE. 2x PT SILL 4 SLA5 ON GRADE OVER 2x4 GUSSET EA OR BLOCKING. M[rl 6 MIL VAPOR BARRIER (NOT A METAL CAP) JUL 19 2019 SIDE w1(8)16d TOP OF STEM WALL (ALT. METAL CAP) 6"MIN (NOT a SA�fs) 04 AR - HORIZ FINISH GRADE OR '� ELEV. VARIES City of Tukwila ag +► 4x4 PT POST FINISH GRADE 12°MAX 1 STHD HOLDOWN PER PLAN SLAB ON E 2x PT SILL w/MCHOR BOLT STHD141401 1N UNO. 2x Pi SILL BUILDING DIVISION (4x6 AT SPLICE) (S.O�s. a SIMJ '+' 04 L BAR a 24" O.C. - VERT. STHD HOEDOWN 4 3" x 3" x 114 WASHER PER (2) aia"V ANCHOR BOLT w/ MIN. MA5 ANCHOR R PLAN ; 7 EMBEDMENT 4 3" x 3" x 114" (ALT. A34 ANCHOR 18 1'-b" MIN 1.6° �, PLAN OR SCHEDULE. USE GALVANIZED 1E WASHER MIN. MIN is # a 60 O.C. MIN. TWO SIDES) 1p: 4'-0" MAX. 04 BAR CONTINUOUS � '' . FOUNDATION PER PLAN. FTG PER PLAN MIN 80FA I, g"4LBAR a 24" OL. - VERTICAL MIN. 8" THICK STEM WALL w/ *4 BAR HORIZ. TOP 4 BOTTOM. 011"o. °D *4 BAR CONT. 12 PORTAL FRAME PANEL c FINISH GRADE D D ( 8" 8" (TYP) \82.OJ SCALE: NONE 5 2 V=I) 13 FLOOR FRAMING AT CRAWL SPACE 14 FOUNDATION AT CRAWL SPACE Ii FOUNDATION AT SLAB ON GRADE Sz0 SCALE: 1° • 1'-0" Sz.D SCALE: P- 1'-0' Szz SCALE: P . 1'-0" tb I I COPYRIGHT 2015, SEGA ENGINEERS JOB 12-021