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Permit D19-0363 - CARY LANG CONSTRUCTION / LOT B RIVERVIEW - NEW SINGLE FAMILY RESIDENCE
CONSTRUCT NEW SINGLE FAMILY RESIDENCE. 11721 40TH AVE S Apn: 7340600241 FINALED 02/08/2021 D19-0363 �~^�xx ^�� Tukwila ^~U~� vxo v ��n�m��na Department of Community Development 63O0SouthmenterBoulevard, Suite #10U Tukwila, Washington 9818B Phone:2O6'431']67O Inspection Request Line: 206'438'9350 VVehy|te:httn://www.Tukm/i|aVVA.00x COMBOSFR PERMIT Parcel No: 7340600241 Permit Number: D19'0363 Address: 1l7Z140THAVE 5 Issue Date: 6/9/2020 Permit Expires On: 12/6/2020 Project Name: LOT "B" RIVERVIEW Owner: Name: DAML]OHNH Address: Z670421ZTHAVE SE, MAPLE VALLEY, WA, 98038 Contact Person: Address: 2981524AVE SW, FEDERAL WAY, WA, 98023 Contractor: Address: 29815 Z4TMAVE SW, FEDERAL WAY, WA, 98023-2300 License No: [4RYiC|l01OF Expiration Date: 9/26/2020 Lender; Name: [ARvL4mG Address: 29Q15Z4AVE SW, FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS,EROSION CONTROL, LAND ALTERING, WATER SERVICE/WM WITH NEW WET TAP, STORM DRAINAGE, ROADWAY RESTORATION, STREET USE VALLEY VIEW SEWER DISTRICT AND TUKWILA WATER. Project Valuation; $4I1,519.60 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: V8 Electrical Service Provided by: TUKWILA Fees Collected: $25,749.90 Occupancy per IBC: R-3 Water District: TUKVVILA Sewer District: VALLEY VIEW Current Codes adopted bythe City nfTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: international Fuel Gas Code; 015 2015 2015 2015 2015 National Electrical Code: NV\Cities Electrical Code: VVA[296'46D: VVAState Energy Code: 2017 2017 2017 2015 Public Works Activities, [hanne|izadun/SthpinQ: [urbCut/Acces$Sidewa|k; Fire Loop Hydrant: Flood Control Zone: Haul ing/OveoizeLoad: Land Altering; Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: O Fill: O Number: O Yes Permit Center Authorized Signature: ' |hearbycertify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specifiecl herein or not. The granting of this permit does not presume to give authority to violate o'cancel the provisions ofany other state orlocal laws regulating construction nrthe performance cfwork, |amauthorized tosign and obtain this development permit and agree to the conditions attached to this permit. Signature: av1b /e�' d Print Name: This permit shall become null and void if the work bnot commenced within 180days for the date of issuance, uri/ the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1; 'BUILDING PERMIT OONDITK}NS*~^ 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. J: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4' Truss shop drawings shall beprovided with the shipment cftrusses delivered tothe job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgmdepreparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City ofTukwila Building Division prior toplacing any concrete, This procedure isinaddition tu any requirements for special inspection, 8: All wood toremain inplaced concrete shall 6etreated wood. 9: There shall benooccupancy ofabuilding until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Acopy can beobtained atCity Hall inthe office ofthe City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair ofautomobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. IZ: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping, 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ofTukwila Building Department (2D643l'3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concretis placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall beremoved from spaces tnbeoccupied byconcrete. Ib: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presurning to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ufapermit based unconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data, 17: ***MECHANICAL PERMIT CONDITIONS' 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (ZO6/431'3670). 19, All permits, inspection record card and approved construction documents shall hekept otthe site ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. Z(I Manufacturers installation instructions shall be available on the job site at the time of inspection. Zl: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms' toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. 23, ~~~PLUK;B|NG/GASPIPING PERMIT [OND|T|VN3~~* 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall bemaintained otthe job and available tuthe plumbing inspector. 26: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: All plumbing and gas piping systems shall betested and approved asrequired bythe Plumbing Code and Fuel Gas Code. Tests shall beconducted inthe presence ofthe Plumbing Inspector. It shall bpthe duty pf the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tu minimum R']. JO: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall beprotected bysteel nail plates not less than 18gauge. 31: Piping through concrete ormasonry walls shall not besubject tnany load from building construction, No plumbing piping shall bedirectly embedded inconcrete or masonry, 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall beprotected inaccordance with the requirements ofthe building code. 33: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall bebeckMUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cindediU'frozen earth, orconstruction debris. 34: The issuance ofapermit nrapproval ofplans and specifications shall not beconstrued tobeapermit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance ofthe jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use orother occupancies that use significant quantities nfwater shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19,27.170 and the 2006 Unif(>rm Plumbing Code Section 4O2ofWashington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z4]G) 38: 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 to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved bythe Fire Marshal prior tosubmittal tothe Tukwila Fire Prevention Bureau, Nosp,ink|erworkshall commence without approved drawings. (City Ordinance No. Z436), 40: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width o/O.5inch (127mm). (|FCS05.1) 41: Adequate ground ladder access torescue windows shall beprovided. Landscapeaflat, lZ'deep by4'wide area below each required rescue windmw. (City Ordinance A2435) 42: Maximum grade for all projects is1O%with across slope nngreater than 5%.(|FCn10].Z) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #Z437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition nrviolation. 44- These plans were reviewed hyInspector 512. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZOO)S75'4407. 45: Tree protection measures must beinstalled per TIVIC18.54.U7Ofor trees retained onthe site. 46: Tree protection measures must be installed per TIVIC 18.54.070 for trees retained on the site. 47: ***PUBLIC WORKS PERMIT CONDITIONS' 48: MINIMUM 48HOURS |NADVANCE PLEASE O\LLPublic Works at(2O§)438935Qtoschedule amandatory pre -con with Public Works Dept, The applicant or contractor must notify the Piblic Works Inspector at (206) 438-9350 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also bemade Z4hours inadvance. 49: Permit is valid between the weekday hours of 7:00 a.m, and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after lO8p.m.and weekends, Bl York affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall besubmitted tothe Inspector for prior approval. 51: The City ofTukwila has anundergnoundinCordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. SZ: Flagging, signing and coning shall beinaccordance with K4UTCDfor Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUmmed). Notify Public Works Inspector before 1Z:0O Noon unFriday preceding any weekend work. 53: Any material spilled onto any street shall 6ncleaned upimmediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. 55: 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, 56: The Land Altering Permit Fee |sbased upon anestimated 1Q0 cubic yards ofcut and 6Ocubic yards offill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 57: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 1Ofeet ormore and will beunwm/kedfor greater than 12hours. 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 atthe beginning cdthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 58: 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. 59: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required, Refer to attached Public Works Details for 1" FIRE/DCMESTIC SERVICE and/or I" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. GO: 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. 61: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 62: Prior t*construction, all utilities inthe vicinity shall befield located, NOTE: For City ofTukwila utility locates, call 811orl-8OO4Z4-5SSS. 63: It is strongly recommended that storm drainage designs be prepared and stamped by a Washington State licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. 64: The property owner isresponsible for the maintenance ofits storm drainage p/stemand, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 65: The applicant shall install a Washington State Health Department approved backflow device for the fire sprinkler system, 66: The water meter box shall be located within City right-of-way at the property line outside of the paved sidewalk and/or driveway. 67: All double check valve assemblies shall be approved by the State Department of Health. 68: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream ofmeter, City pfTukwila inspection isrequired. Vg: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242 -3236), and submit copy ofsanitary sewer easement. 70: Driveways shall comply with City residential standards. Driveway width shall baa1O'minimum and ZO' maximum. Slope shall beamaximum ofl5%. Turning radii shall beaminimum uf5'. 71: The new -sidewalk in the R.O.W. shall be turned over to the City along with appropriate turnover documents prior tothe Final Inspection, 72: A copy of the recorded easement document for ingress/egress and utilities shall be submitted to the Public Works Inspector prior tothe Final Inspection. 73: 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 (DCV4).This shall bedone prior tofinal inspection. Refer toattached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or l" FLOW -THROUGH SYSTEM. 8ackMn"vdevice is optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 74: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x$xxxxper sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works 75: (1) Conveyance of Public Improvements and (2) Material List shall be signed by the Owner/Applicant as part of the Turnover process; all prior to Public Works final, As part of the turnover, Owner shall provide As- Builts & an ACAD CID. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost ofwork within the Public riXht-of-way. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (l06)438'9350 5180 8A[KFLOVV'FIRE 1700 ;U|LD|N6F|NAL** 0301 CONCRETE SLAB 6000 CURB, ACCESS, SDVV OhlO ENERGY EFFCERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0280 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 rNE[HEQUIP [Fp 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 P|PE/DU{T|NSULAJ|ON 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKH 4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Date Application Accepted: Date Application Expires: (For office e only) COMBINATION PERMIT APPLICATION -- NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: / 1 7' 2-- / King Co Assessor's Tax No.: 13 Q A-v- C 5. Krvt ° /,9-- �.�-��` ` %7-7cvef U«e PROPERTY OWNER Name: Address: City State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: i State: Zip: ho . Fax: Email: `,R / 1 etK1 (/1 cr. 444-1-4,, GENERAL CONTRACTOR INFORMATION Company Name: fI Address: 917 S 2., i �e -, tti City: /!eot Pi.0t ( ,,.(` State: t,v,A Zip: f 9 6 ; ,� Phone: ? 0 d �, 2, 3 5 ~Fax: Con ly.4. G L 1 e,,Z0 p Date: 3//5—%0 Tukwila Business License No.: a / ! / E7 "/ ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 l ' /i" Engineer Name: Address:. Z43 1 Z 9 2- / City: 0/ l is Mate: 14 n ZiPgg0/0 Phone:36.4, _ggO`--f 0 `7 Fax: Email: eq q e,v4 ,xaleerceoe9 c hi c ALA LENDER/BOND'ISSUED (required for projects $5,000 or greater per RCW 19.27.095)` Name: I- Y Address: City: State: Zip: H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): e- n- r de q G r N e vri i DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st floor , 2-2 2nd floor 16 p O Garage carport ❑ 63 Deck covered uncovered ■ Uve-er� i r 0,Y r l p p�G l%1 - Total square footage Q 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL Value of mechanical work $ l� - Z' furnace <l00k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ 3 appliance vent wood/gas stove fuel type: L J electric [ 'gas ventilation fan connected to single duct water heater (electric) other mechanical equipment 2bathtub (or bath/shower combo) bidet / dishwasher J floor drain lavatory (bathroom sink) / sink / water heater (gas) lawn sprinkler system clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line \20l I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORM ION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet WATER DISTRICT ...Tukwila 0.. Water District # 125 ...Letter of water availability provided SEWER DISTRICT 0 ...Tukwila 0 ...Sewer use certificate Highline .Valley View 0 .. Renton 0...Letter of sewer availability provided o Renton 0 .. Seattle SEPTIC SYSTEM: .. • On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") _Technical Information Report (Storm Drainage) .▪ „Bond 0 .. Insurance Easement(s) o 0 Geotechnical Report .. Maintenance Agreement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 „Construction/Excavation/Fill - Right -of -Way. o ...Total Cut Cubic Yards 0 ...Total Fil] Cubic Yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control o .. Work In Flood Zone .. Storm Drainage .. • Abandon Septic Tank .. • Curb Cut Ej .. Pavement Cut D .. Looped Fire Line 0 ...Permanent Water Meter Size " WO # Ej ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size .......... .......... _ O ...Temporary Water Meter Size 0 ...Sewer Main Extension Public 0 - or - Private 0 " WO # .Hold Harmless — (SAO) ... Hold Harmless — (ROW) -or- Non Right -of -Way.. Ej 0 .. Trench Excavation 0 .. Utility Undergrounding LJ Backflow Prevention - Fire Protection Irrigation Domestic Water 0...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water 0 ...sewer MONTHLY SERVICE BILLING TO: Name: Ca A Mailing Address: 2— f.efrs--- C' number of public fire hydrant(s) 0 ...sewage treatment i/ -Si c-5 Day ne: 5 Tylepho( kcei- City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip HAApplicationsTorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.doex Revised: August 2011 bh Page 3 of 4 PE AIN T APPLICATION NOTES — APICABLE TO ALL PERMITS IN THIS Ai"leICATION Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWN,OR AUTHORIZED AGENT: Signature: Print Name: V M Mailing Address: 2- ?/5 0-Va Day Telephone: City Date: 7,023 State Zip HAApplicationsWorms-Applications On Line \.2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID .. , , $22,989.43 D19-0363 Address: 11721 40TH AVE S Apn: 7340600241 ' ' '',.' ,, 22,989A3 1 INCH $7,732.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0,00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,607.00 DEVELOPMENT $4,483.37 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $115.00 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $115,00 PERMIT FEE R000.322.100.00.00 0.00 $4,246.87 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 IMPACT FEE $4,542.00 FIRE R304345.852.00,00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS BASE APPLICATION FEE R000.322.100.00.13 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $5,291.97 TECHNOLOGY FEE $235.09 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20899 R000.322.900.04.00 0.00 $235,09 $22,989.43 Date Paid: Tuesday, June 09, 2020 Paid By: CARY LAND CONSTRUCTION INC Pay Method: CHECK 26806 Printed: Tuesday, June 09, 2020 11:14 AM 1 of 1 IV LAI ,,Ygrr" A4 111P is , Cash Register Receipt Receipt Number R19076 City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID . ' PermitTRAK $2,760.47 D19-0363 Address: 11721 40TH AVE S Apn: 7340600241 $2,760.47 DEVELOPMENT PLAN CHECK FEE $2,760.47 R000.345.830.00.00 0.00 $2,760.47 TOTAL FEES PAID BY RECEIPT: R19076 ,cs $2,760.47 Date Paid: Thursday, November 14, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26504 Printed: Thursday, November 14, 2019 11:06 AM 1 of 1 Permit Inspections City of Tukwila Permit Number: D19-0363 Description: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. Applied: 11/14/2019 Approved: 4/10/2020 Site Address: 11721 40TH AVE S Issued: 6/9/2020 Finaled: 2/8/2021 City, State Zip Code:TUKWILA, WA 98168 Status: FINALED Parent Permit: Parent Project: Details: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. Applicant: LOT "B" RIVERVIEW Owner: DAHL JOHN H Contractor: CARY LANG CONSTRUCTION INC PUBLIC WORKS ACTIVITIES INCLUDE ACCESS,EROSION CONTROL, LAND ALTERING, WATER SERVICE/WM WITH NEW WET TAP, STORM DRAINAGE, ROADWAY RESTORATION, STREET USE VALLEY VIEW SEWER DISTRICT AND TUKWILA WATER. igg-TCP NSPECTIO S SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS ENERGY EFF CERT Bill Centen Notes: FOUNDATION WALL Bill Centen Notes: GLAZING Bill Centen Notes: MECH EQUIP EFF Bill Centen Notes: PIPE INSULATION Bill Centen Notes: PIPE DUCT INSULATION Bill Centen Notes: ROOF CEILING INSUL Bill Centen Notes: Printed: Thursday, 07 October, 2021 1 of 5 •1111, ..4 SUPERION Permit Inspections City of Tukwila SLAB_FLOOR INSUL Bill Centen Notes: , FRAMING Bill Centen 2537789041 Notes; GAS FIREPLACE INSERT Bill Centen Notes: STORM DRAINAGE Eric Pritchard Notes: BACKFLOW - FIRE Eric Pritchard Notes: EROSION MEASURES Eric Pritchard Notes: EROSION MEASURES FNL Eric Pritchard Notes: LAND ALTERING Eric Pritchard Notes: PAVING AND RESTORE Eric Pritchard Notes: STREET USE Eric Pritchard Notes: WATER METER - PERM Eric Pritchard Notes: CURB ACCESS SOW Scott Moore Notes: Printed: Thursday, 07 October, 2021 2 of 5 )'4 SUPERION Permit Inspections City of Tukwila 7/2/2020 7/2/2020 PUBLIC WORKS PRE -CON Eric Pritchard APPROVED Notes: Meeting was conducted on site. OK to proceed. 7/16/2020 7/17/2020 FOOTING Bill Centen APPROVED Notes: 7/16/2020 7/22/2020 FOOTING DRAINS Bill Centen APPROVED Notes: 7/16/2020 AM 7/17/2020 FOOTING Lee Sipe NOT APPROVED 345623 Not ready Notes: Not Ready 7/16/2020 AM 7/16/2020 FOUNDATION WALL Lee Sipe APPROVED 352125 Notes: 7/29/2020 AM 7/29/2020 GROUNDWORK Lee Sipe APPROVED 35341 Notes: 7/30/2020 AM 7/29/2020 UNDERFLOOR FRAMING Lee Sipe APPROVED 435333 Notes: 8/18/2020 AM 8/18/2020 ROOF SHEATHING Lee Sipe APPROVED 575430 Notes: 8/18/2020 AM 8/18/2020 WALL SHEATHING SHEAR _ Lee Sipe APPROVED 1 583735 Notes: 8/24/2020 AM 8/24/2020 ROUGH -IN PLUMBING Lee Sipe NOT APPROVED 415742 Notes: 1. Kitchen drain missing vent. 2. Underfloor access needs permanent ladder. 9/1/2020 AM 9/1/2020 ROUGH -IN PLUMBING Lee Sipe APPROVED 412008 Notes: 9/2/2020 AM 9/1/2020 ROUGH -IN MECHANICAL Lee Sipe APPROVED 12336 Notes: Printed: Thursday, 07 October, 2021 3 of 5 sk SUPERION Permit Inspections City of Tukwila 9/2/2020 AM 9/3/2020' ROUGH IN GAS PIPING Lee Sipe APPROVED 9344 Notes: 9/9/2020 PM 9/9/2020 FRAMING Bill Centen NOT APPROVED 594026 Notes: 1. Not ready 9/15/2020 AM 9/15/2020 FRAMING Bill Centen PARTIAL APPROVAL 2537789041 Notes: Partial approval - 1. Need electrical wall cover approval 2. Install diagonal Gable end bracing per truss bracing table. 3. Fisk FSK at fireplace *Ok to insulate "AFTER" Electrical approval only. 9/15/2020 9/15/2020 UNDERGROUND Bill Centen APPROVED Notes: *Inspected underground gas piping for LP Tank to the Gas Meter. *Gas line is on test @ 25 PSI - Ok 9/15/2020 AM 9/15/2020 WALL INSULATION Bill Centen CANCELLED Notes: 9/17/2020 9/17/2020 FRAMING Darrin Graham 2537789041 Notes: 9/17/2020 9/17/2020 WALL INSULATION Darrin Graham APPROVED Notes: 9/23/2020 AM 9/23/2020 LATH —GYPSUM BOARD Darrin Graham APPROVED 2537789041 Notes: 12/1/2020 AM 12/1/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Dispersion pit is in place per plans; connected to tight lines from roof via a type 1CB. OK to proceed. 12/7/2020 AM 12/7/2020 STORM DRAINAGE Eric Pritchard PARTIAL APPROVAL Notes: Inspected dispersion trench with 6 inch perforated PVC pipe, round drain rock, wrapped in Geotech fabric and connection to new type 1 CB. OK to bury. 1/6/2021 PM 1/8/2021 CURB ACCESS SDW Eric Pritchard PARTIAL APPROVAL Notes: Concrete sidewalk/driveway entrance and wings are in place per plan. OK to proceed. Printed: Thursday, 07 October, 2021 4 of 5 SUPERION Permit Inspections City of Tukwila 2/1/2021 AM 2/1/2021 MECHANICAL FINAL Bill Centen PARTIAL APPROVAL Notes: 1. Install anti -tip device for Gas Range 2/1/2021 AM 2/1/2021 PLUMBING FINAL Bill Centen APPROVED Notes: 2/1/2021 AM 2/1/2021 GAS PIPING FINAL Bill Centen APPROVED Notes: 2/1/2021 AM 2/1/2021 PUBLIC WORKS FINAL Scott Moore APPROVED Notes: Ok to final backflow and storm maintenance agreement received. 2/5/2021 2/5/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire Final approved. 2/5/2021 2/5/2021 SPRINKLER COVER AARON JOHNSON APPROVED Notes: Approved on F20-0133 2/5/2021 2/5/2021 SPRINKLERS AARON JOHNSON APPROVED Notes: See approval on F20-0133. 2/8/2021 2/8/2021 MECHANICAL FINAL Bill Centen APPROVED Notes: 2/8/2021 AM 2/8/2021 BUILDING FINAL** Bill Centen APPROVED Notes: Printed: Thursday, 07 October, 2021 5 of 5 r1 SUPERION Geotechnical Engineering Report Residential Development Lot A - 11717 40th Ave S Lot B - 11721 40th Ave S Tukwila, Washington P/N 7340600248 June 28, 2019 Revised February 26, 2020 prepared for: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SE Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1713-T19 CORRECTION LTR# RECE,N crr( oF 10 Mt 04 201 PER1611. CENTER LA TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3,5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 9 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 4 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 and TP-2 APPENDIX B Laboratory Testing Results B-1 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 June 28, 2019 Revised February 26, 2020 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Lot A — 11717 40th Ave S Lot B — 11721 40th Ave S Tukwila, Washington P/N 7340600248 MCI Project P1713-T19 Dear Mr. Lang: Migizi Group, Inc. (MCI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed development of your residential parcel in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of a previously developed, rectangular shaped parcel, located in a residential area west of an easterly bend of the Duwamish River in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject parcel is situated along the west side of 40th Ave S, immediately across from its intersection with S 117th Pl. The project area is elongated from east to west, spanning approximately 207.5 feet along this orientation, and extends upwards of 80 feet from north to south; encompassing a total area of ±0.40 acres. An existing residence, originally constructed in 1918, occupies the northeast corner of the site, with access to the parcel being gained from the southeast corner, along the existing driveway. Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have the property being short platted into two developable residential lots (Lots A/B), with the parcel being split east/west, and a communal driveway being constructed along the southern margin of the Page 1 of 11 Cary Lang Construction - 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 project area. Lot A will retain the site address of 11717 40rh Ave S, whereas Lot B will be 11721 40th Ave S. Site produced stormwater will be retained onsite if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on June 14, 2019. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP-1 & TP-2), advanced on June 14, 2019; • One grain -size analysis performed on a sample collected from our test pit explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 Northwest corner of parcel Immediately south of the southwest comer of the existing residence 8 91/2 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tracked mini excavator operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or Migizi Group, Inc. Page 2 of 11 Cary Lang Construction — 11717/11721 40" Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a previously developed, 0.40-acre residential parcel, situated west of an easterly bend in the Duwamish Waterway, between the neighborhoods of Duwamish (to the north) and Allentown (to the south) in Tukwila, Washington. The subject parcel is located along the west side of 40th Ave S with an existing residence, originally constructed in 1918, occupying the northeast corner of the site, and access to the parcel being gained from the southeast corner along the existing driveway. The remainder of the parcel has been retained as yard space and, in recent years, has become overgrown with thin alders/maples and a dense understory of blackberry bushes and other brush. The project area is relatively level, with minimal grade change being observed over the extent of the parcel. The subject property is situated approximately 500 feet inland of the nearest bend of the Duwamish River. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface explorations. Poorly consolidated sandy silt was observed within close proximity to existing grade; being continuous through a depth of ± 21/2 feet. Encountered beneath the aforementioned sandy silt stratum, we observed loose to medium dense, fine sand with silt. This material was continuous through the termination of both of our explorations; a maximum depth of 91/2 feet. Within these more massive sand deposits, regular, thin laminations of fine silty sand were also encountered. In the Geologic Map of the Des Moines 7.5' Quadrangle, King Counhj, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey (USGS), the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. Migizi Group, Inc. Page 3 of 11 Cary Lang Construction — 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 3.3 Groundwater Conditions We did not encounter groundwater in our subsurface explorations which extended to a depth of 91/2 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of surficial fine-grained soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of sandy silt in close proximity to existing grade, before ultimately transitioning to more moderately permeable fine sand with silt. The contact between these two soil groups was approximately 21/2 feet below existing grade. Retention facilities should utilize the moderately permeable, massive sands below a depth of 21/2 feet for stormwater infiltration. The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON -ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand cro Medium Sand % Fine Sand % Fines Dio TP-1, S-1, 4 feet 0 0 0 0.1 86.4 13.4 -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), employing a USDA classification of loamy sand for facility sizing. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 20.3-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss= 1.512 g Sms = 1.512 g SDS = 1.008 g Si = 0.568 g Smi = 0.851 g SD1 = 0.568 g Migizi Group, Inc. Page 4 of 11 Cary Lang Construction — 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, S. at a period of 0.2 seconds is 1.51 g and S. at a period of 1.0 seconds is 1.57 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, S. at a period of 0.2 seconds is 1.01 g and S. at a period of 1.0 seconds is 0.57 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Native alluvial soils encountered onsite should be considered marginally liquefiable when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have the property being short platted into two developable residential lots (Lots A/B), with the parcel being split east/west, and a communal driveway being constructed along the southem margin of the project area. Lot A will retain the site address of 11717 40'h Ave S, whereas Lot B will be 11721 40th Ave S. Site produced stormwater will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades to a depth of 3 feet and the construction of structural fill bearing pads will be necessary for foundation support of the new residences. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric, placed between bearing pads and native soils, will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Infiltration Conditions: Given the fine-grained nature of site soils, we do not interpret full infiltration as being feasible for this project. Site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be Migizi Group, Inc. Page 5 of 11 Cary Lang Construction — 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM), employing a USDA classification of loamy sand for facility sizing. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that the organic horizon can reach thicknesses of up to 10 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we anticipate that the majority of project excavations will encounter poorly consolidated sand silt to fine sand with silt, both of which can be readily removed using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Migizi Group, Inc. Page 6 of 11 Cary Lang Construction - 11717/11721 40'h Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713:119 Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residences should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Alluvial Silt: Underlying a surface mantle of sod and topsoil, we encountered poorly consolidated sandy silt, which was continuous through a depth of ± 21/2 feet below existing grade. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. • Alluvial Fine Sand to Silty Sand: Beneath the sandy silt stratum described above, we encountered fine sand with silt to silty sand through the termination of both of our explorations; a maximum depth of 9I/2 feet. This material type is moderately to severely moisture sensitive and will be difficult to reuse in wet weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover Migizi Group, Inc. Page 7 of 11 Cary Lang Construction — 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades to a depth of 3 feet and the construction of structural fill bearing pads will be necessary for foundation support of the new structures. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded Migizi Group, Inc. Page 8 of 11 Cary Lang Construction - 11717/11721 40'h Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. 4.4 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 9 of 11 Cary Lang Construction - 11717/11721 40th Ave S, Tukwila, WA June 28, 2019 /Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction — 11717/11721 40'h Ave S, Tukwila, WA June 28, 2019 / Revised February 26, 2020 Geotechnical Engineering Report P1713-T19 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. ch L. Logan Senior Staff Geologist James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 11 of 11 z Z 0 0 0 0 ° Z 0 0 0 N ° \1\ 122°20.000' W 122 20.000' W 122°19.000' W 122°19.000' W TOPO! map printed on 06J25/19 from "Untided,tp0" 122°18.000' W 122°17.000' pV } 122°16.000' W ii1114#k\ii;\\\ 1 IIII 122°18.000' W o _ 0 1000 EEEI 0 `AO ® —4—_4- \E3p:r.:::...,4'e?n i ...EiSabroilCe; apt: 122°17,000' W inMEIEBS o "P2 . 122°16.000' W 38 122°15.000' W J 122°15.000' W WGS84122°14.000' W TILE WGS84 122°14.000 Z 0 0 0 m ° n z 0 0 0 0 m 4' Location 11717/11721 40th Ave S Tukwila, WA P/N 7340600248 Job Number P1713-T19 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 06/25/19 ST PIT LOCATION TP-1 ?4 916 [u(6 pUTUKWILA SLIC Vv RK S Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 PROJECT: 11' Tu SHEET TITLE: Sits APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS CL 5 (79 Cs! 0 0 0 —J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW ,t, 0101`. ...'•11: WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP 0.. .0.•N POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH " G ' 0 k N 0 SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES OVER 15% FINES GC "e•do, a' " CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW •••••• ***°•• . . . WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP •:.: ; . .•:: :.:.:.•••.• * .,• • POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO, 4 SIEVE SANDS WITH SM •:.• *:'*: ::*:..:.: ..• i. •'. SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC '' * CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, viirGYEgLCALeAlygir FINE SANDS, OR CLAYEY SILTS WITH TY LIQUID LIMIT LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, ' LEAN CLAYS OL ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH jJj INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS , . . 0,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value I Split Spoon SA Sieve Analysis • Pushed Shelby Tube SW Swell Test 11 Auger Cuttings TC Cyclic Triaxial Grab Sample TX Unconsolidated Undrained Triaxial III Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability EL Water Level at Time of Drilling PP Pocket Penetrometer Y Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 - *., MIGIZI 11111 GROUP Migizi Group, Inc, PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CUENT Cary Lang Construction PROJECT NUMBER P1713-T19 DATE STARTED 6/14/19 COMPLETED 6/14/19 EXCAVATION CONTRACTOR Client Provided EXCAVATION METHOD Rubber Tracked Mini Excavator LOGGED BY ZLL NOTES TEST PIT NUMBER TP-1 PAGE 1 OF 1 Figure A-2 PROJECT NAME 11717/11721 40th Ave S Geotech Report PROJECT LOCATION 11717/11721 40th Ave S, Tukwila, Washington GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION — TEST PIT SIZE CHECKED BY JEB AT END OF EXCAVATION -- AFTER EXCAVATION — Cr z Q z 0 CO ICAkOESKTOP1 cr) ct U) w >- LU Ili 03 —J CL 2 z 0.0 2.5 GB S-1 5,0 7,5 I 0 0 —J 1 I t, A 0.8 Forest duff MATERIAL DESCRIPTION ML 2.5 (ML) Light gray sandy silt (soft, damp) (Alluvium) SP- SM 8.0 (SP-SM) Blue/gray fine sand with silt and interbeds otfine silty sand (loose to medium dense, moist) COPY OF GENERAL BH / TP LC No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. z 0 0 z 0 0 9 tri 0 0 111 0. 0 L. 0 0 0 0_ >- Migizi Group, Inc. TEST PIT NUMBER TP-2 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 „.._ CUENT Cary Lang Construction PROJECT NAME 11717/11721 40th Ave S Geotech Report PROJECT NUMBER P1713-T19 PROJECT LOCATION 11717/11721 40th Ave S, Tukwila, Washington DATE STARTED 6/14/19 COMPLETED GROUND ELEVATION TEST PIT SIZE _6/14/19 _ EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION -- lo DEPTH 6 (ft) SAMPLE TYPE NUMBER ui. (.)i cr GRAPHIC LOG MATERIAL DESCRIPTION - 2.5 .'_. Forest duff 0.8 ML (ML) Light brown sandy silt (soft, damp) (Alluvium) 2.5 5.0 SP- SM (SP-SM) Blue/gray fine sand with silt and interbeds of fine silty sand (loose to medium dense, moist) 9.5 - - 7.5 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 9.5 feet. APPENDIX B LABORATORY TESTING RESULTS 100 3" 1.5" ♦ 3 • U.S. 4" 318" • Standard Sample 4 10 Distribution Sieve Sizes 20 • 40 60 100 200 +Sample Distribution 90 I • 80 70 cri 60 N t0 a 50 c a, 40 ar a 30 20 10 0 1000 100 10 1 Particle Size 0.1 0.01 (mm) 0.001 MIGIZI I1 11 GROUP Sample Distribution Job Name: 11717/11721 40th Ave S Geotech Sample #: 1 Job Number: P1713-T19 Date: 6121/19 Figure: B-1 Tested By: ZLL Depth: 4 feet Exploration #: TP-1 Re: J1901008 LS2-2825-3 IH MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K5931026 thru K5931055 My license renewal date for the state of Washington is September 28, 2019. REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION Zhao, Xiaorning 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 ANSIITPI-1, Chapter 2. 1)19 03(p3 RECEIVED CITY OF TUKWILA NOV 1 4 2019 PERMIT CENTER Job Truss Truss Type Qty IPIy LS2-2825-3 K5931026 J1901009 A01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0 1 -0 Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:00 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-iTWZW3UNj7Qpgf6tdyYnPNviJNIOH?KhhPtaZDzUM69 16-0-0 1 30-8-10 16-0-0 14-8-10 8.00 112 3x6 12 3x6 = 3x6 11 10 di 11117 15 16 5x8 INF* • • a • • cr. •ALri..• caw.** riammrai......•..•••.•..*• 44 • • • • ...cri..coar.vavicriararr ***** • • • • ri • **AA. 4 • • • • • * • ry • ras 18 3x4 11 19 20 x6 = 38 37 36 35 34 33 32 31 30 29 28 3x6 = 30-8-10 27 26 25 24 23 222 3x4 11 30-8-10 Scale = 1:66.0 Plate Offsets (X,Y)-- [6:0-4-0,0-1-81, [11:0-3-0,Ed e LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.18 Matrix-SH DEFL. in (loc) I/defl LJd PLATES GRIP Vert(LL) 0.00 1 n/r 180 MT20 185/148 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.00 21 n/a n/a Weight: 191 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-31, 12-29, 9-32, 13-28 REACTIONS. All bearings 30-8-10. (Ib) - Max Horz 2=206(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 21, 2, 31, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23 except 22=-157(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 21, 2, 31, 29, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 2, 31, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23 except (jt=lb) 22=157. April 4,2019 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 ANSITIPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931027 J1901005' A02 Common 6 1 Job Reference (optional) Builders FirstSource (Arlington A), Arlington 5-5-7 1-0-0 5-5-7 5-5-7 5-5-7 A - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:01 2019 Page 1 I D:TZasPCUnFyXNprGl H u3H_Xyn5tu-3f4xjPV000YgHph3Bt30yaSognu I00Drv3d85fzUM68 10-6-0 ( 16-0-0 i 21-6-0 123-2-9I 26-6-9 I 30-8-10 5-0-9 5-6-0 5-6-0 1-8-9 3-4-0 4-2-1 2x4 II 10-6-0 5-0-9 14 4x8 = 4x6 II 16 13 17 16-0-0 5-6-0 5x8 WB 4x8 = 2x4 Il 3x6 '- 3x8 12 10 3x4 II 3x6 =: 21-6-0 23-2-9 I 26-6-9 I 30-8-10 5-6-0 1-0-9 3-4-0 4-2-1 Scale = 1:67.3 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 [2:0-3-9,0-1-8j SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.39 BC 0.96 WB 0.39 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0,57 12-14 >643 240 Vert(CT) -0,86 12-14 >425 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 155 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 2-13: 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1393/0-5.8, 10=1303/Mechanical Max Horz 2=206(LC 5) Max Uplift 2=-42(LC 8), 10=-21(LC 9) BRACING - TOP CHORD BOTCHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2012/55, 3-5=-1653/67, 5-6=-1692/191, 6-7=-1598/188, 7-8=-1556/62, 8-9=-1586/46, 9-10=-1259/42 BOT CHORD 2-15=-110/1625, 14-15=-110/1625, 12-14=0/970, 11-12=-4/1262 WEBS 3-14=-332/105, 9-11=0/1215, 5-14=-383/158, 6-14=-141/949, 6-12=-140/782, 7-12=-394/161, 8-11=-304/25 Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp,; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.opsf. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. April 4,2019 WARNING - Verify deelgn parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7473 rer. 10/0312015 BEFORE USE. Design valid for use only with MiTeI48 connectors. This design is based only upon parameters shown, and is for an individual building component, not a tni55 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 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. MTek` 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931028 J1901006 A03 COMMON 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, I1-0 5-5-7 10-6-0 1-0-0 5-5-7 5-0-9 3x6 i 3x6 - 3 8.00 112 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:01 2019 Page 1 ID:TZasPCUn FyXNprGIHu3H_Xyn5lu-Bf4xjPV0UQYgHph3Bf30yaSoXnxB0PYrv3d85fzU M68 16-0-0 I 21-6-0 I 26-6-9 1 32-0-0 33-0-9 5-6-0 5-6-0 5-0-9 5-5-7 j-0-0 4x6 I I 6 3x6 = 18 17 26 16 27 15 14 3x6 8 4x8 5-5-7 10-6-0 5-5-7 5-0-9 5x8 = 21-6-0 11-0-0 4x8 = 26-6-9 5-0-9 3x6 Q 9 4x6 = 6x6 10 31-0-0 3?-0-q 4-5-7 1-0-0 11 Scale = 1:68.7 Plate Offsets (X,Y)-- [2:0.3-9,0-1J,[11:0-3-9,0-1-81[16:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.41 BC 0.71 WB 0.37 Matrix-SH LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=1443/0-5-8, 13=1545/0-5-8 Max Horz 2=-201(LC 6) DEFL. in (loc) 1/defl Ud Vert(LL) -0.29 15-17 >999 240 Vert(CT) -0.78 15-17 >471 180 Horz(CT) 0.05 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 174 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 2-3=-2091/0, 3-5=-1758/0, 5-6=-1775/90, 6-7=-1688/87, 7-9=-1664/0, 9-10=-1673/0 BOT CHORD 2-18=-38/1628, 17-18=-38/1628, 15-17=0/978, 14-15=0/1325 WEBS 3-17=-304/133, 5-17=-382/159, 6-17=-77/886, 6-15=-79/737, 7-15=-395/162, 9-14=-292/0, 10-14=0/1353, 10-13=-1409/68 Structural wood sheathing directly applied or 3-6-12 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 100.0Ib AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply LS2-2825-3 K5931029 J1901008 AO4A Common Girder 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 0-0 5-5-7 0 0 5-5-7 6x18 MT18HS 3x10 3 1 3x6 4 20 10-6-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:03 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-72Ch84XG020OX7rSJ45U1?X6HbbJUDn8NN6EAYzUM66 [ 14-6-10 6-0-0117-5-61 21-6-0 + 26-6-9 1 32-0-0 5-0-9 4-0-10 1-5-6 1-5-6 4-0-10 5-0-9 5-5-7 8.00 112 4x8 2 4x6 r 2x4 II 6x6 5x8 II 2x4 II d 2x4 II 19 18 7 16 4x6 = 8x8 = 8x8 = 4x8 10 3x6 11 3x10 12 6x18 MT18HS 21 5 22 23 14 24 25 6x6 2x4 II 13 5-5-7 10-6-0 1 14-6-10 17-5-6 21-6-0 26-6-9 1 3 -5-8 32/0 0 5-5-7 5-0-9 4-0-10 2-10-12 4-0-10 5-0-9 4-10-15 0-6-8 Scale = 1:71.0 Plate Offsets (X,Y)-- [2:0-2-10,0-1-12], [2:0-4-12,0-0-0], [2:0-5-7,0-3-0], [13:0-5-7,0-3-0], [13:0-10-0,0-3-8], [13:0-2-10,0-1-12], [15:0-3-0,0-3-12], [16:0-3-0,0-4-12], [18:0-1-8 ,0-4-12],[19:0-3-0,0-3-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CS!. TC 0.46 BC 0.86 WB 0.64 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.18 15-16 >999 240 Vert(CT) -0.30 15-16 >999 180 Horz(CT) 0.08 13 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 444 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 SLIDER Left 2x4 HF No.2 2-9-9, Right 2x4 HF No.2 2-9-9 REACTIONS. (Ib/size) 2=3582/0-5-8, 13=5702/0-5-8 Max Horz 2=197(LC 7) Max Uplift 2=-232(LC 8), 13=-320(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-5797/380, 4-6=-5506/410, 6-7=-5253/456, 7-8=-5100/491, 8-9=-5771/550, 9-10=-5982/515, 10-11=-7444/523, 11-13=-9117/542 BOT CHORD 2-20=-374/4714, 19-20=-374/4714, 18-19=-308/4508, 16-18=-233/4198, 15-16=-327/6125, 14-15=-382/7460, 13-14=-382/7460 WEBS 8-16=-525/5041, 10-16=-2480/195, 10-15=-93/2556, 11-15=-1640/131, 11-14=-11/1598, 8-18=-147/667, 6-18=-523/162, 6-19=-70/286, 4-19=-366/145 Structural wood sheathing directly applied or 3-10-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) 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) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=232, 13=320. Continued on oaae 2 April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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 Krug Circle Corona, CA 92880 Job Truss Truss Type 0ty Ply LS2-2825-3 K5931029 J1901008 AO4A Common Girder 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:03 2019 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-72Ch84XG02D0X7rSJ45U17X6HbbJUDn8NN6EAYzUM66 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2851 Ib down and 359 Ib up at 17-4-15, 606 Ib down and 28 Ib up at 19-5-4, 606 Ib down and 28 Ib up at 21-5-4, 606 Ib down and 28 Ib up at 23-5-4, 606 Ib down and 28 Ib up at 25-5-4, and 606 Ib down and 28 Ib up at 27-5-4, and 606 Ib down and 28 Ib up at 29-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-70, 8-13=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 16=-2851(B) 15=-606(B) 21=-606(B) 22=-606(B) 23=-606(B) 24=-606(B) 25=-606(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IUllt* MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931030 J1901008 AO4B Roof Special Girder 1 2 Job Reference (optional) Builders FirstSource (Arlington, WA), rii%1 2 Arlington, WA - 98223, 5-74 5-7-7 10-6-0 4-10-9 8.00 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:05 2019 Page 1 ID:TZasPCUnFyXNprG1Hu3H_Xyn5tu-3QJSZmYWY125mQ2gQV8y6QcTc0Huy4dQqhbLFQzUM64 14-6-10 116-0-0 117-5-6 28-2-6 21-6-0 24-1-6 32-0-0 4-0-10 1 1-5-6 '1-5-6 ' 4-0-10 ' 2-7-6 4-1-0 3-9-10 5x8 11 2x4 II 2x4 11 6 8 A. 11111' 4x6 = 21 2x4 II 5-7-7 10-6-0 5-7-7 4-10-9 3x4 = 20 19 1817 4x6 = 3x8 = 10x10 22 16 23 24 5 4x6 = 6x10 = 14-6-10 17-5-6 21-6-0 4-0-10 2-10-12 4-0-10 24-1-6 28-2-6 1 2-7-6 4-1-0 2514 26 2x4 11 32-0-0 3-9-10 2 13 7 5x8 = Scale = 1:72.1 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [11 0-4-12,0-1-12], [15:0-3-8,0-3-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD BOT CHORD WEBS CS!. TC 0.40 BC 0.79 WB 0.88 Matrix-SH DEFL. in (loc) Vert(LL) -0.19 16-17 Vert(CT) -0.32 16-17 Horz(CT) 0.07 13 2x4 HF No.2 *Except* 10-12: 2x6 DF No.2 2x6 DF No.2 2x4 HF No.2 *Except* 12-13: 2x6 DF No.2, 11-13: 2x4 DF No.2 REACTIONS. (lb/size) 13=6563/Mechanical, 2=3802/0-5-8 Max Harz 2=244(LC 21) Max Uplift 13=-528(LC 9), 2=-294(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6239/489, 3-5=-5896/520, 5-6=-5643/556, 6-7=-5492/601, 7-8=-6240/659, 8-9=-6458/647, 9-10=-7806/688, 10-11=-7089/586 BOT CHORD 2-21=-474/5049, 20-21=-474/5049, 19-20=-409/4826, 17-19=-368/4529, 16-17=-566/6466, 15-16=-616/7172, 14-15=-352/4005, 13-14=-352/4005 WEBS 3-20=-379/142, 5-20=-79/299, 5-19=-517/169, 7-19=-159/658, 7-17=-629/5532, 9-17=-2369/224, 9-16=-155/2508, 10-16=-1569/111, 10-15=-3012/296, 11-15=-426/5086, 11-14=-63/1288, 11-13=-6933/567 Udefl >999 >999 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 505 Ib FT = 20% Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-12. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13=528, 2=294. Clint6ovichsas bourlia representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 4,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Despgn 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, MiTek 250 Klug Circle Corona, CA 92800 Job Truss Truss Type Qty Ply LS2-2825-3 K5931030 J1901008 A04B Roof Special Girder 1 fi Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:05 2019 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-3QJSZmYWYf25mQ?gQV8y6QcTcOHuy4dQgh bLFQzUM64 NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3322 Ib down and 418 Ib up at 17-4-15, 606 Ib down and 53 Ib up at 19-5-4, 606 Ib down and 53 Ib up at 21-5-4, 606 Ib down and 53 Ib up at 23-5-4, 606 Ib down and 53 Ib up at 25-5-4, 606 Ib down and 53 Ib up at 27-5-4, and 606 Ib down and 53 Ib up at 29-5-4, and 611 Ib down and 48 Ib up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-70, 7-10=-70, 10-12=-70, 2-13=-16 Concentrated Loads (Ib) Vert: 17=-3322(F) 16=-606(F) 22=-606(F) 23=-606(F) 24=-606(F) 25=-606(F) 26=-606(F) 27=-611(F) 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K6931031 J1901008 A05 Common 7 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1-0 5-5-7 -0-0 5-5-7 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:05 2019 Page 1 I D:TZasPCUn FyXNprGI Hu3H_Xyn5tu-3QJSZmYWYf25mQ?gQV8y6QcUzON 1 yAhQghbLFQzUM64 10-6-0 16-0-0 17-3-6 5-0-9 5-6-0 1-3-6 10 9 2x4 11 4x8 = 11 4x6 II 3x4 11 6 7 128 3x6 = 5-5-7 10-6-0 16-0-0 17-3-61 5-5-7 5-0-9 5-6-0 1-3-6 r> O Scale = 1:66.8 Plate Offsets (X,Y)-- [2:0-3-9,0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 REACTIONS. (Ib/size) 2=816/0-5-8, 8=724/Mechanical Max Horz 2=290(LC 5) Max Uplift 2=-19(LC 8), 8=-84(LC 8) Max Gray 2=816(LC 1), 8=807(LC 16) CSI. TC 0.38 BC 0.39 WB 0.49 Matrix-SH FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1023/9, 3-5=-647/36, 5-6=-652/160 BOT CHORD 2-10=-92/795, 9-10=-92/795 WEBS 6-8=-755/149, 3-9=-384/91, 5-9=-392/157, 6-9=-176/853 DEFL. in (roc) I/defl L/d Vert(LL) -0.11 8-9 >999 240 Vert(CT) -0.17 8-9 >999 180 Horz(CT) 0.01 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 102 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 bracirg 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, D5B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M1. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931032 J 1901008 A06 COMMON 3 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, I1-0-11Di 5-5-7 1-0-0 5-5-7 { 2x4 II 5-5-7 5-5-7 10-6-0 5-0-9 4x8 = 10-6-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:06 2019 Page 1 I D:TZasPCUn FyXNprGI H u3H_Xyn5tu-Xdtgn6Z8JzAyOaa0_CfBfe9eEoe?heMa3LKvntzUM63 16-0-0 21-6-0 26-6-9 32-0-0 5-6-0 I 5-6-0 I 5-0-9 I 5-5-7 4x6 II 5x8 WB = 21-6-0 4x8 = 26-6-9 2x4 II 32-0-0 5-0-9 11-0-0 5-0-9 5-5-7 Iy 0 Scale = 1:68.1 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-3-9,0-1-8], [10:0-3-9,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.41 BC 0.73 WB 0.40 Matrix-SH DEFL. in (loc) I/deft Vert(LL) -0.52 12-14 >737 Vert(CT) -0.80 12-14 >475 Horz(CT) 0.06 10 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 157 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. 2x4 HF No.2 2x4 DF 1800F 1.6E 2x4 HF No.2 2x4 HF No.2 (Ib/size) 2=1448/0-5-8, 10=1359/Mechanical Max Horz 2=197(LC 5) Max Uplift 2=-42(LC 8), 10=-27(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2109/53, 3-5=-1750/66, 5-6=-1779/190, 6-7=-1790/192, 7-9=-1762/68, 9-10=-2144/59 BOT CHORD 2-15=-106/1700, 14-15=-106/1700, 12-14=0/1047, 11-12=0/1683, 10-11=0/1683 WEBS 3-14=-330/104, 5-14=-383/158, 6-14=-142/943, 6-12=-143/962, 7-12=-380/157, 9-12=-369/109 Structural wood sheathing directly applied or 3-5-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. April 4,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek* 250 Klug Circle Corona, CA 92880 Job J1901008 Truss A07 Truss Type GABLE Qty 1 Ply LS2-2825-3 Job Reference (optior) K5931033 Builders FirstSource (Arlington, WA), 1-0-0' Arlington, WA - 8223, 3x6 6 11111 ... : :11,41.•:•XtXVICACI1K•:•X.. ...:40:9:•:•Xlir"...*:•:+:14:1V-:: 0,101V 15-3-0 15-3-0 8.240 s Dec 6 2018 MiTek Industries, Inc, Wed Apr 3 17:43:07 2019 Page 1 ID:TZasPCUnFyXNprG1Hu3H_Xyn5tu-?pRC_Sam4Glp?k9DYwAQBriszC2E097j1?4SJJzUM62 1q-0-p 19-6-0 28-0-0 32-0-0 OL9-01 3-6-0 8-6-0 4-0-0 3x6 3x6 12 10 11 3x6 .10 3x6 = 26 34 33 32 31 30 29 28 27 3x6 = 5x8 = 1 15-6-0 14 15 23-9-0 18 8.00 [12 205x8 = 22 23 24 25 3x6 = 3x8 32-0-0 15-6-0 8-3-0 8-3-0 Scale = 1:68.3 Plate Offsets (X,Y) [2:0-3-9,0-1-8), [6:0-0-4,Edgel, [12:0-3-0,Edge LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCOL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 22:03 9,E4e]J4LO-3--9,0-1-8] CSI. TC 0.22 BC 0.48 WB 0.17 Matrix-SH DEFL. in (loc) Vert(LL) -0.08 25-27 Vert(CT) -0.16 24-25 Horz(CT) -0.02 27 1/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-9-15 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 21 REACTIONS. All bearings 15-6-0 except (jt=length) 24=0-5-8. (Ib) - Max Horz 24=197(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-131(LC 17) Max Grav All reactions 250 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except 24=633(LC 1), 27=1132(LC 1), 27=1132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 22-23=-633/57, 23-24=-873/40, 13-27=-1034/213, 13-16=-978/219, 16-17=-910/199, 17-19=-777/165, 19-21=-685/131, 21-22=-635/111 BOT CHORD 25-27=-79/752, 24-25=-98/717 WEBS 22-25=-9/437, 23-25=-258/100, 17-25=-308/77, 11-27=-255/0 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; ICDL=6.0psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/IP! 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except (jt=lb) 28=131. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 4,2019 111 MiTek WARNING - Verify deeign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIt-7473 rev. ID/03/9015 BEFORE USE, Design valid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2.2825-3 K5931034 J1901008 B01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), T1-0-01 1-0-0 2 9j1 3x6 1 Arlington, WA - 98223, 5-11-7 5-11-7 8.00 12 4.00 12 7-6-0 11-6-0 5-6-9 5x8 = 18 5x8 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:08 2019 Page 1 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-T??aBoaPraQgdukP5dhfk3EwLc019cpt Wfp?rIzU M61 14-6-8 23-0-0 0-01 3-0-8 8-5-8 -0-0 4x4 = 5 14-6-8 5x12 7-6-0 7-0-8 1 10 15 11 rr*+rwMwL, w*L rwrwww ww wrw www 23-0-0 14 8-5-8 1 12 Scale = 1:52.0 Plate Offsets (X,Y)-- [2:0-0-13,Edgel, [3:0-3-9,Edgej, [12:0-3-9,0-1-8j, [17:0-4-12,0-2_4J LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS WEDGE Right: 2x4 SP No.3 2x4 HF No.2 *Except* 3-17: 2x6 DF No.2 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 CST. TC 0.69 BC 0.50 WB 0.14 Matrix-SH DEFL. in (roc) I/defl Vert(LL) -0.11 2-18 >999 Vert(CT) -0.23 2-18 >744 Horz(CT) 0.07 17 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 20% BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 8-0-0 except (jt=length) 2=0-5-8, 17=0-5-8, 17=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 15, 14, 17 except 16=-146(LC 19) Max Gray All reactions 250 Ib or less at joint(s) 12, 15 except 2=648(LC 1), 14=283(LC 1), 17=1023(LC 1), 17=1023(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1108/0, 3-4=-1032/115, 4-6=-1198/134, 6-17=-1286/148 BOT CHORD 2-18=-26/906, 17-18=-27/879 WEBS 4-5=-300/34, 3-18=0/683 Structural wood sheathing directly applied or 4-2-13 oc puriins. Rigid ceiling directly .applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 15, 14, 17 except (jt=1b) 16=146. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 4,2019 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 trues 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, Alexandra, VA 22314. MiTek' 250 Klug Circle Corona. CA 92880 Job ITruss Truss Type 67IL 2-2 2 - Ty K5931035 J1901008 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) Builders Fi Source (Arlington, WA), Arlington, WA - 98223, 4x6 = 8 240 s Dec 6 2018 MiTek Industnes, Inc, Wed Apr 3 17:43:09 2019 Page 1 ID:TZasPCUnFyXNprG1Hu3H_Xyn5tu-yCZyP8b1cuYXF2Ibtl_CuHGnFz?oYu3SOIJZZOCzUM60 4-3-7 8-5-8 4-3-7 4-2-1 4-3-7 4-3-7 13.00 1-1-2- 3x6 3x6 11 2x4 11 3 5x8 = 8-5-8 4-2-1 Scale = 1:34.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015TTP12014 2x4 HF No.2 2x8 DF No.2 2x4 HF No.2 *Except* 3-4: 2x6 DF No.2 REACTIONS. (lb/size) 1=2405/0-5-8, 4=8861/0-3-8 Max Horz 1=145(LC 5) Max Uplift 1=-55(LC 8), 4=-640(LC 8) CSI. TC 0.06 BC 0.23 WB 0.18 Matrix-P FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2965/67 BOT CHORD 1-5=-96/2414, 4-5=-96/2414 WEBS 2-5=-40/2985, 2-4=-2944/152 DEFL. in (loc) I/defl Vert(LL) -0.01 5 >999 Vert(CT) -0.02 5 >999 Horz(CT) 0.00 4 n/a BRACING - TOP CHORD BOT CHORD Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Alternate to 1/2" dia. Bolts & Washers specified in note 1: USP WS6, SIMPSON SDS25600,SDW22638 OR TRUSSLOK TSLZ006, 1/4" X 6" LONG WOOD SCREWS SPACED @ 24" OC, 2 ROWS (ONE ROW-2X4) DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN REPLACE THE 1/2" BOLTS @ 48" OC IN CHORD MEMBERS AS SHOWN IN THE NOTE SECTION. 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 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) Bearings are assumed to be: Joint 1 HF Stud/Std crushing capacity of 405 psi, Joint 4 DF No.2 crushing capacity of 625 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=640. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-12, 1343 lb down and 43 lb up at 4-0-12, and 1343 Ib down and 43 lb up at 6-0-12, and 6549 Ib down and 542 lb up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Continued on oaae 2 April 4,2019 Mil Miele WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. /0/03/2015 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 venty the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling ot indivkJual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Tnrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931035 J190100$ B02 MONOPrTCH GIRDER 1 A 4 Job Reference (optional) uilders FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-6549(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:09 2019 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-yCZyP8b1 cuYXF21 btLCuHGnFz?oYu3SoIJZZOCzUM60 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building cornponenl, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Duality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L52-2825.3 K5931036 J1901008 B03 SCISSORS 7 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA • 98223, 5-9-7 5-9-7 7-4-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:09 2019 Page 1 I D:TZasPCUn FyXNprG I Hu3H_Xyn 5tu-yCZyP8b 1 c ,YXF2IbfLCuHGn8S?hpu2101JZZOCzU M60 11-4-0 14-8-0 5-6-9 3-4-0 4x6 II 3 14-8-0 3x4 7-4-0 7-4-0 m u Scale = 1:49.2 Plate Offsets (X,Y)-- [1:0-1-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!. TC 0.48 BC 0.66 WB 0.21 Matrix-P DEFL. in (loc) 1/defl L/d Vert(LL) -0.20 1-6 >867 240 Vert(CT) -0.37 1-6 >467 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc puffins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at rnidpt 3-5 REACTIONS. (Ib/size) 1=622/Mechanical, 5=622/Mechanical Max Horz 1=190(LC 5) Max Uplift 1=-12(LC 8), 5=-37(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1394/137, 2-3=-1114/137 BOT CHORD 1-6=-172/1168, 5-6=-65/257 WEBS 2-6=-369/166, 3-6=-108/1007, 3-5=-567/56 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 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) Bearings are assumed to be: , Joint 5 HF Stud/Std crushing capacity of 405 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. April 4,2019 ® 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 ANSITTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M'• MiTek' 250 Kluy Circle Corona, CA 92880 Job Truss Truss Type . Qty Ply LS2-2825-3 K5931037 J1901008' C01 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:10 2019 Page 1 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-QO7LcUcfNBgOsBtoD2j7pU KPoPASdYy9_zl6wezUM6? 1-0-0 8-3-0 16-6-0 17-6-0 t 1-0-0 I 8-3-0 l 8-3-0 ] 1-0-0 l Arlington, WA - 98223, 3x6 Scale = 1:36.3 3x6 = 7 3x6 - 5 8.00 12 Y idIlIl r � � � : �:.. x. i ix: ,:tio : i!J �:!At ..a : . iL?i iLti i vi ri o:�: :!i �:�i�.�..�i:...m i x i �i i.vr"i�:�:: i� twin 10 11 3x6 = 21 20 19 18 17 16 15 14 16-6-0 12 13 Io 3x6 = 16-6-0 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [7:0-3-0,Edge], [12:0-3-9,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.04 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.00 13 n/r 180 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 16-6-0. (Ib) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 17, 19, 20, 21, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 16, 15, 14. April 4,2019 ® 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 ANSIITP11 Quality Criteria, DSB-89 and'SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job ITwss Truss Type Qty Ply LS2-2825-3 K5931038 J190100 CO2 Common Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 1 Arlington, WA - 98223, 4-0-0 4-0-0 8-3-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:11 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-uahjqpdH8VoFULS_nmFMMhsY6pPCM_UDd2gS4zUM6_ 8-3-0 12-6-0 16-6-0 117-6-0 1 1 1 4-3-0 4-3-0 4-0-0 1-0-0 4x4 = 3x8 = 16-6-0 8-3-0 8-3-0 Scale = 1:36.8 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-3-9,0-1-8], [6:0-3-9,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20151TP12014 CSI. TC 0.21 BC 0.47 WB 0.12 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-8 >999 240 Vert(CT) -0.15 2-8 >999 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=776/0-5-8, 6=776/0-5-8 Max Harz 2=109(LC 7) Max Uplift 2=-28(LC 8), 6=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/46, 3-4=-714/48, 4-5=-714/48, 5-6=-955/47 BOT CHORD 2-8=-49/740, 6-8=0/740 WEBS 4-8=0/418, 5-8=-262/107, 3-8=-261/106 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6,0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. April 4,2019 A, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE All14473 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 fabncation. storage, delivery, erection and bracing of trusses and truss systems, see ANSIT1'P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek• 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931039 J190100ti D01 Scissor Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 a 3x6 Arlington, WA - 98223, 8.00 12 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:11 2019 Page 1 I D:TZasPCUn FyXNprGI Hu3H_Xyn5tu-uahjgpdH8VoFU LS_nm FMM hsaSpVMM? PJ Dd2gS4zU M6_ 7-6-0 15-0-0 l 16-0-0 7-6-0 7-6-0 1-0-0 4x4 = 5 IVO :. ..2 . �:0.7.Nox.-.-._:. :._ o_. t-go_-._: _.e'4::e �:e-._e'•'.e'::e' _._: x _. _ _ded _cc oo_.x.x.: x mom a _.x _:=::::::.= •.r 7-6-0 7-6-0 15-0-0 7-6-0 3x6 Scale = 1:33.2 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-0-13,Edge], [8:0-0-13,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.08 WB 0.03 Matrix-P DEFL. in (loc) Vert(LL) -0.00 9 Vert(CT) -0.00 8 Horz(CT) 0.00 8 1/defl n/r n/r n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-0-0, (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931040 J1901008 F01 Scissor Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 3x6 Arlington, WA - 98223, 8.00 112 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:12 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MnF519evvpw66V1AKTmbuvPjgDr_5SXSRGnDzWzUM5z 6-3-0 12-6-0 13-6-0 6-3-0 6-3-0 1-0-0 2x4 II 4x4 = 2x4 11 5 :isisisC-1•144 i i is i is44.4:4X•Itr. i1:e e`DX•:.• :::::e Pe14e::41'41:446:4::4:6J:44•14e::::e:::is4Z44.4444:0:444i.ta4:41 6-3-0 12.6-0 3x6 6-3-0 6-3-0 Scale = 1:28.8 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-0-13,Edge], [6:0-0-13,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.12 WB 0.03 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.01 7 n/r 180 Vert(CT) -0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS, All bearings 12-6-0. (Ib) - Max Horz 2=-86(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) 2, 9, 6 except 10=359(LC 1), 8=359(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-289/123, 5-8=-289/122 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. April 4,2019 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 ANSUTPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L52-2825-3 K5931041 J1901008 F02 Scissor 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 I 1-0-0 Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:13 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gzoTFVeXg63zjfcNuAHgR6xk8d64quZcgwXmWzzUM5y 6-3-0 12-6-0 } 13-6-0 6-3-0 6-3-0 1-0-0 4x4 = 3 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.8 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-0-13,Edge], [4:0-0-13,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.45 WB 0.11 Matrix-P DEFL. in (loc) I/defl Vert(LL) -0.10 4-6 >999 Vert(CT) -0.18 4-6 >794 Horz(CT) 0.06 4 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift 2=-25(LC 8), 4=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/0, 3-4=-914/0 BOT CHORD 2-6=0/709, 4-6=0/709 WEBS 3-6=0/537 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10d03/2015 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 3,2, Alexandria, VA 22314. M', MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931042 J1901008 F03 Scissor 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:13 2019 Page 1 I D: TZasPCUn FyXN prG I Hu3H_Xyn5tu-gzoTFVeXg63zjfc N uAH q R6xjvd64q uXcgwX m WzzU M 5y -1-0-0 6-3-0 12-6-0 1 1-0-0 I 6-3-0 I 6-3-0 3x6 Arlington, WA - 98223, 6-3-0 4x4 = 12-6-0 6-3-0 6-3-0 Scale = 1:28.3 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-0-13,Edge], [4:0-0-13,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.96 BC 0.45 WB 0.11 Matrix-P DEFL. in (loc) I/defl Vert(LL) -0.10 4-5 >999 Vert(CT) -0.18 4-5 >793 Horz(CT) 0.06 4 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 4=513/0-5-8, 2=608/0-5-8 Max Horz 2=82(LC 7) Max Uplift 4=-9(LC 9), 2=-25(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-928/0, 3-4=-923/7 BOT CHORD 2-5=0/721, 4-5=0/721 WEBS 3-5=0/545 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Bearing atjoint(s) 4, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. April 4,2019 ® 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 MiTekI S 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2826-3 K5931043 J 1901008 F04 Common Girder 1 Job Reference (optional) Builders FirstSource (Arlington, WA), I -1-0-0 1-0-0 Adington, WA - 98223, -0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:14 2019 Page 1 I D:TZasPCUnFyXNprGI H u3H_Xyn5tu-19MrSrf9QQBciLpBZSuo3_KUu_0P WZFIIvaGK2PzUM5x { 12-6-0 6-3-0 4x6 II 7 5 8 4x6 = 3x10 11 4x6 = 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.94 Lumber DOL 1.15 BC 0.63 Rep Stress Incr NO WB 0.50 Code IBC2015/TP12014 Matrix-P DEFL. in (loc) 1/defl L/d PLATES GRIP Vert(LL) -0.08 2-5 >999 240 MT20 185/148 Vert(CT) -0.14 2-5 >999 180 Horz(CT) 0.02 4 n/a n/a Weight: 107 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 REACTIONS. (lb/size) 4=4944/0-5-8, 2=3906/0-5-8 Max Horz 2=81(LC 23) Max Uplift 4=-111(LC 9), 2=-104(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4663/117, 3-4=-4658/115 BOT CHORD 2-5=-49/3761, 4-5=-49/3761 WEBS 3-5=-40/4752 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceilling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 4=111, 2=104. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1287 Ib down and 37 Ib up at 2-0-12, 1287 Ib down and 37 Ib up at 4-0-12, 1287 Ib down and 37 Ib up at 6-0-12, 1287 Ib down and 37 Ib up at 8-0-12, and 1287 Ib down and 37 Ib up at 10-0-12, and 1293 Ib down and 31 Ib up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on oaoe2 April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10d03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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/TPl1 Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 1 Job Truss Truss Type Qty Ply LS2-2825-3 K5931043 J1901009 F04 Common Girder 1 �y L Job Reference (optional) uilders FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-4=-16 Concentrated Loads (lb) Vert: 4=-1293(B) 5=-1287(B) 6=-1287(B) 7=-1287(B) 8=-1287(B) 9=-1287(B) 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:14 2019 Page 2 I D:TZasPCUn FyXNprGI H u3H_Xyn5tu-19MrS rf9QQ BgLpBZSuo3_KUu_0 P W ZFIIvaGK2 PzUM5x WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10'03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. MTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931044 J1901008 GO1 Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 I 1-0-0 6-0-0 6-0-0 4x4 Arlington, WA - 98223, 4.00 12 11 2x4 11 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:15 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-mMwEfBgoBkJhzzmlObJIWX1FRQt IpFv7E0tarzUM5w 12-0-0 13-0-0 6-0-0 1-0-0 5 2x4 II 12 2;2:2if2T.N2722:2;f2tt35:5f3SS.N5S52-i:2;SM32752;if 32:21;2;552:2:5K3 2:52iL1*;•t:2**75f35i7T.t:SSZSK: 3x6 = 10 2x4 II 9 2x4 II 12-0-0 8 2x4 II 3x6 = 12-0-0 Scale = 1:22.4 1`h LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.04 Matrix-P DEFL. in (roc) I/defl L/d Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0.0. (Ib) - Max Horz 2=-28(LC 15) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, WEBS 3-10=-306/74, 5-8=-306/74 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct=1.00 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. April 4,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS&89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931045 J 190100£) G02 Common 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 Arlington, WA - 98223, 6-0-0 6-0-0 6-0-0 6-0-0 8.240 s Dec 6 2018 MiTek Industres, Inc. Wed Apr 3 17:43:15 2019 Page 1 I D:TZasPCUn FyXNprGI H u3H_Xyn5tu-mMwEfBgoBkJhzzmlObJ I WX 15AQpPlp 1 v7E0tarzU M5w 12-0-0 13-0-0 6-0-0 1-0-0 4x4 = 12-0-0 6-0-0 Scale = 1:22,4 N 10 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.78 BC 0.33 WB 0.05 Matrix-P DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.04 4-6 >999 240 MT20 185/148 Vert(CT) -0.07 4-6 >999 130 Horz(CT) 0.01 4 n/a n/a Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 2=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift 2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-803/2, 3-4=-803/0 BOT CHORD 2-6=0/705, 4-6=0/705 WEBS 3-6=0/255 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10r03/2015 BEFORE USE. Design valid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M1' MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931046 J1901008 H01 Common Structural Gable 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), l -1-0-0 1-0-0 Arlington, WA - 98223, 1 3x4 1 4-2-0 4-2-0 8.00 12 2x4 11 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:16 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-EYIJctXhQy1 RXa6LxZJgX31ZOrgCR1 GW2MuIR61zUM5v 8-4-0 9-4-0 4-2-0 1-0-0 4x4 = 3 2x4 11 2x4 11 6 2x4 11 2x4 11 4-2-0 4-2-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift 2=-21(LC 8), 4=-21(LC 9) 1 8A-0 3x4 = 4-2-0 Scale = 1:21.9 CSI. TC 0.28 BC 0.15 WB 0.03 Matrix-P DEFL. in (loc) Udefl L/d Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-380/11, 3-4=-380/11 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931047 J190100A H02 Common 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-0-0 1-0-0 Arlington, WA - 98223, 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:17 2019 Page 1 I D:TZasPCUn FyXNprGIHu3H_Xyn5tu-jk2_4th2jLZOCGw870M mby6ZbEXgmjmBbYV_fkzU M5u 4-2-0 8-4-0 9-4-0 4-2-0 8.00 12 3x4 = 4-2-0 4-2-0 4x4 = • • a. 6 2x4 II 8-4-0 3x4 = 4-2-0 4-2-0 1-0-0 Scale = 1:21.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015!TPI2014 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TC 0.28 Vert(LL) -0.01 2-6 >999 240 MT20 185/148 BC 0.15 Vert(CT) -0.02 2-6 >999 180 WB 0.03 Horz(CT) 0.00 4 n/a n/a Matrix-P Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 REACTIONS. (lb/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift 2=-21(LC 8), 4=-21(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-380/11, 3-4=-380/11 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. April 4,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931048 J1901008 H03 Common 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:18 2019 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-BwcM IDigUfhFgQU Khkt?8AfIcettVA9LgCEXBAzU M5t 4-2-0 7-7-8 4-2-0 I 3-5-8 4-2-0 4x4 7-7-8 4-2-0 3-5-8 Scale = 1:21.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.19 BC 0.15 WB 0.03 Matrix-SH DEFL. in (loc) l/defl Vert(LL) -0.01 2-6 >999 Vert(CT) -0.03 2-6 >999 Horz(CT) 0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 *Except* 4-5: 2x6 DF No.2 REACTIONS, (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 5) Max Uplift 2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. April 4,2019 ® 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 webandlor 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!rP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931049 J1901008 HRK RAFTER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-8-0 1-8-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:18 2019 Page 1 I D:TZasPCUn FyXNprGI Hu3H_Xyn5tu-BwcM I DigUfh FqQ U Khkt?8AffrevDVAYLgCEXBAzU M5t 4-9-15 4-9-15 4-9-15 4-9-15 0 Scale = 1:17.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CS!. TC 0.63 BC 0.00 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.13 2-3 >468 240 MT20 185/148 Vert(CT) -0.18 2-3 >348 180 Horz(CT) -0.00 3 n/a n/a Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=172/Mechanical, 2=278/0-4-9 Max Horz 2=82(LC 10) Max Uplift 3=-65(LC 10), 2=-48(LC 10) Max Gray 3=203(LC 16), 2=287(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-9-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 51 Ib up at 2-9-8, and 55 Ib down and 33 Ib up at 2-9-8 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70 April 4,2019 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 andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty PI y LS2-2825-3 K5931050 J1901008 J01 Jack -Open 1 1 Job Reference optional Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 2 { 1-10-15 1-10-15 8.00 [12 3x4 \\ 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:19 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-f7AkVYjfFyp6Ra3WFROEhNBxQ1 EsEdoU2s_5jczUMSs 3 3-5-8 { 5 4 3-5-8 Scale: 1"=1 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCOL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.10 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=82/Mechanical, 2=184/0-3-8, 4=27/Mechanical Max Horz 2=51(LC 8) Max Uplift 3=-43(LC 8), 2=-3(LC 8) Max Gray 3=82(LC 1), 2=203(LC 14), 4=61(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 40 Ib up at 1-10-13 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-37(F) April 4,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additbnal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty LS2.2825.3 K5931051 JA010013 J02 JACK 4 Job Reference o.tional Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-0-0 1-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:19 2019 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-f7AkVYjIFyp6Ra3WFROEhNBwe1 E3EdoU2s_5jczUM5s 3-5-8 3-5-8 3-5-8 3-5-8 Scale = 1:17.1 Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BOLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.18 BC 0.09 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=94/Mechanical, 2=239/0-5-8, 4=25/Mechanical Max Horz 2=79(LC 8) Max Uplift 3=-44(LC 8), 2=-5(LC 8) Max Gray 3=94(LC 1), 2=239(LC 1), 4=57(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp,; Ct=1,00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. April 4,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10'03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931052 J1g0100A J03 JACK 11 1 Job Reference (optional) Builders FirstSour (Arlington, WA), Arlington, WA - 98223, 1 -1-0-0 1-0-0 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:20 2019 Page 1 I D:TZasPCUn FyXNprGIH u3H_Xyn5tu-7Jj6jukw0 Gxz3kejo8vTDbk56RbEz42eH WjeF3zU M5r 1-11-8 1-11-8 1-11-8 Scale: 1"=1' Plate Offsets (X,Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.13 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift 2=-10(LC 8), 3=-22(LC 8) Max Gray 2=194(LC 14), 4=34(LC 3), 3=47(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. April 4,2019 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10103/2015 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. MI� MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931053 J 1 Lb 1003 J04 GABLE 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 Arlington, WA - 98223, -1-0-0 1-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 8 240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:20 2019 Page 1 ID:TZasPCUn FyXNprG IHu3H_Xyn5tu-7Jj6jukw0Gxz3kejo8vTDbk6GRbKz4reH WjeF3zUM5r 3-5-8 3-5-8 Scale = 1:17.1 2x4 I CSI. TC 0.12 BC 0.02 WB 0.01 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% REACTIONS. All bearings 3-5-8. (Ib) - Max Horz 2=69(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7.. April 4,2019 ® 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 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply ILS2-2825-3 K5931054 J1g'01008 SO1 Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:21 2019 Page 1 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-bVHVwElYna3ghu DvMsQimoH IwrxQiXHn WATBoVzU M5q 1-10-15 20-9 1-10-15 0-1-1 3x4 = 1-10-15 3 1-10-15 ao 0 Scale = 1:11.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 1 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Horz 1=36(LC 8) Max Uplift 2=-27(LC 8) Max Gray 1=82(LC 1), 3=36(LC 3), 2=66(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 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) Bearings are assumed to be: Joint 2 HF Stud/Std crushing capacity of 405 psi, Joint 3 HF Stud/Std crushing capacity of 405 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. April 4,2019 ® 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 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931055 J10100t X01 FLAT GIRDER 1 2 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 4-6-13 4-6-13 2 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:22 2019 Page 1 ID:TZasPCUn FyXNprGIH u3H_Xyn5tu-3irt7aIBYtBh 12o5wZxx10pN 1 FA8RvGwIgCIKxzU M5p 9-11-8 14-7-14 5-4-11 4-8-6 45 0 A 0 3x6 II 11 12 13 9 14 15 16 4-6-13 8x8 = 9-11-8 178 8x8 18 14-7-14 1976 3x6 II 4-6-13 5-4-11 4-8-6 Scale = 1:55.3 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 [3:0-3-8,0-4-01, [8:0-3-8,0-4-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.42 BC 0.45 WB 0.27 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.05 8-9 >999 240 Vert(CT) -0.08 8-9 >999 180 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (Ib/size) 10=2867/Mechanical, 7=3338/Mechanical Max Uplift 10=-343(LC 4), 7=-402(LC 5) BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-10, 4-7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-2479/311, 1-2=-1087/131, 2-3=-1087/131, 3-4=-1097/133, 4-7=-2513/316 BOT CHORD 8-9=-133/1097 WEBS 1-9=-311/2586, 2-9=-362/90, 3-8=-355/97, 4-8=-315/2606 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) All bearings are assumed to be HF Stud/Std crushing capacity of 405 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (0=14) 10=343, 7=402. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 708 Ib down and 100 Ib up at 1-10-12, 708 Ib down and 100 Ib up at 3-10-12, 708 Ib down and 100 Ib up at 5-10-12, 708 Ib down and 100 Ib up at 7-10-12, 708 Ib down and 100 Ib up at 9-10-12, and 708 Ib down and 100 Ib up at 11-10-12, and 710 Ib down and 99 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 April 4,2019 Continued on oaae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND IRICLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekda 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 01 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 ieiury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, 13SB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mffek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply LS2-2825-3 K5931055 J1A1100.8 X01 FLAT GIRDER 1 e� L Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 6-10=-16 Concentrated Loads (lb) Vert: 8=-708(B) 11=-708(B) 13=-708(B) 14=-708(B) 16=-708(B) 18=-708(B) 19=-710(B) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 17:43:22 2019 Page 2 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-3irt7aIBYtBhl2o5wZxxl0pN 1 FA8RvGwIgCI KxzU M5p AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inywry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems see ANSI/TP11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ww MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION t 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. 0•116 r I- For 4 x 2 orientation, locate plates 0- III" from outside edge of truss. MISS This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. BEARING Industry Standards: ANSI/TP11: 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, 4 Installing & Bracing of Metal Plate Connected Wood Trusses. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Numbering System 6-4-8 8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORD 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR•2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekd All Rights Reserved MiTek' MiTek Engineering Reference Sheet: MII-7473 rev, 1010312015 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. AIL_ dr. drd MirAlgsmNii NEmortilli minimitom Truss left end indicator. Blocking List Product Qty 2x4 Vent Block 85 Truss Connector Total List Manuf Product Qty Simpson HGUS26.2 2 Simpson HGUS28.2 1 Simpson HUSH 3 Simpson LUS26 22 Simpson MUS26 6 HANGER NAILING SCHEDULE HANGER CARRYING CARRIED MEMBER MEMBER HGUS26•2 20.10D 8.10D HGUS28d 36-16D 12.16D HUS28 22.10D 4.10D LUS26 410D 4.10D MUS26 6.10D 6-10D 0 0 r 0 W r rid STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Job No. : 13-023 Location: 11721 - 44th Avenue South Tukwila, Washington Copyright 2019, SEGA Engineers Plan LS2-2825-3 November 5, 2019 REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 4 2019 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 oi 03(f23 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 � �E~,A ' Structural & Civil Consulting Bngioccrs 229308E292ndYL (360)886-1017 Black Diamond, WA 98010 Project LS2'2826 Job No. 13-023 By: GAT Checked Date: U3/DS/ 7 8ht l D8GiQOC[iteria International Building Code (IBC), 2015 Roof OL l5psf LL 2Spsf Floor DL 12psf Risk Category U Design Wind Speed 110mph Mit) K�t 1.00 Exposure B Design Category D Sou 1.00 Response Factor 8.5 Co~O154 Importance Factor 1.00 Allowable Bearing 1.500 psf Copyright 2017, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Roofing (Comp) 1/2" OSB 2 x © 24" Insulation 54 GWB Misc. Snow, Pf Reduction, Cs 8/12 pitch = 34 deg Total Roof Load Flooring 3/4" Plywood 2 x 12 © 16" oc 54 GWB Misc. Residential Total Floor Load 2 x Decking 2 x 10 © 16" oc Misc Residential Total Deck Load Siding 1/2" Plywood 2 x 6 ©16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 -psf 68 6 -484 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf Copyright 2013, SEGA Engineers SEGA Engineers 1 / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 rY-AcirbiINtl- PPat J-r+�'L �r/ Te4. oz. PROJECT LSz - t,BLs JOB NO. FIGURED BY kr CHECKED BY , q, K. w = (l l(• r)00 ,F f Lk t M= (/21rs4_) (ea- --Liz/z1)(okr,r,i 1/ LJo rpt -- Crk--z413 (IZ\ l..tjySptoo fc r I M Z. Lc)r 1 /F0 ()1'�� DATE 97 0), SHEET-S OF 5 Y (at, 0)( J7 L iL L o tjv/P) l N+)3 ` S'3 y kiJsi<". t. 'ji/t•/Z Ltd -1//ir/11/4 20. S%axJV��� .cY dk OIL Copyright 2014, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 pia)- ) Poorn )( pi1) ( ram'. JOB NO. j,Sz IS—n FIGURED BY Ar CHECKED BY DR ePthShI SHEET4. OF l (4'i'jr) (MG) (`sL) t'(4) (,'p`) (JS) Z1 Zcdx (1, 1v)- (1,S9 o•L 1()(3-t,)' Srj` t4 S1! ',n _. O =ti• fr 4el D'r A; tZ,S) 5C, INS-r) tt 00 pU� ( 2)�4' p.1f\ -1,i/S r : L)( 4,0 Psr) (c)+ ('-0("'r1�\ (14'X3 •) + OD* AMC (.. 7162 s 3zJ E)l s'is`.) -H 4-7s per w -- k (.3-46")) 90 = -two,. (1 ` (°'ti ' )tr st)'' Co. ci.rl z .- �i J ! 1:21 zz►c�a) t Ok Eft 45 (o'1:2-YiCr)l) • 3.A'40.1 kittz f/t4 cc. 5'1r ,S4!!ill La Copyright 2014, SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 09/17/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W where, F = 1.1 SD5 = 1.00 R = 6.5 Two -Story Building Ss = 1.5 Fa = 1.00 Table 12.14-1 W = Seismic Weight For W: Wroo Moor = Eq. 12.14-11 (Table 11.4-1, S. > 1.25) (55ft) ( 32 ft) (16 psf)+ (2) (55ft+ 32ft) (4.0ft) ( 9.5 psf) = 35 kips (55ft) ( 34 ft) (14 psf) (2) (55ft+ 34ft) (8.5ft) (9.5psf) = 41 kips W total = 75 kips Design Base Shear , V = ( .169 ) (75 kip) = 12.7 kip E = 12.7 kip 9.1 kip 1.4 WIND Design Wind Pressure, ps = X Kz, peso Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 0 -15ft 20 ft 25 ft 30 ft Exposure B Figure 28.6-1 = 1,00 Section 26.8 Pao 17.7 psf 110 mph Figure 28.6-1 (ASD) PO -15 = (1.00) (1.00) (17.7 psf) = 17.70 psf ( x 0,6 = 10.62 psf) P20 = ( 1.00 ) ( 1.00 ) (17,7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00 ) ( 1.00 ) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) = ( 55 ft ) ( 10 ft ) (17.7psf) • ( 55 ft ) ( 5 ft ) (17.7psf) + 55 ft) (5 ft) (17.7 psf) • (47 ft) (5 ft) (17.7 psf) =23.6 x 0.6 = 14.2 kips Therefore, Ves = ( 41 ft ) ( 10 ft ) (17.7psf) • (35ft) (5ft) (17.7psf) + (32 ft) (5 ft) (17.7 psf) • (12 ft) 5 ft) (17.7 psi) =14.2 x 0.6 = 8.5 kips Wind Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / Project LS2-2825 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht. 6 LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 9.1 k F, = w, V (Eq. 12.14-12) ( 34.8 ) (9.1 k) = 4.2 kip ( 75.3 ) F, = ( 40.6 ) (9.1 k) = 4.9 kip ( 75.3 ) Fx = 9.1 kip Copyright 2013, SEGA Engineers SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 3 9374r- ›, PROJECT L - JOB NO. IS, -(2?..."1 FIGURED BY ea/4T CHECKED BY 031 DATE Ch SHEET cp0F Lir+ Copyright 2013, SEGA Engineers SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 w 1' )4' icrrd-E> PROJECT LS2. z. JOB NO. oZ3 CHECKED BY FIGURED BY DATE47/ SHEET 1 OF -le IF! ' Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT L.z-zcazs- / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 \44t sihAJ (604,-fi) —410f_ )t Co exactc---- Vet 4t JOB NO. s -0 z. FIGURED BY C.7 CHECKED BY DATE 'Ns SHEETV OF Pt '1 ' (is 1 ><-3,1-;:e rrrsi, iiq 1_671039Lf Copyright 2013, SEGA Engineers SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L52-2025 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1016 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/I2 SHEET J OF J 5I-IEAR LJALL KEY PLAN • a a (TIP. LP 1) UPPER FLOOR A • I'09 3a FT A LeTA30 - FDR 1 SILL TO3 BLOCKNC (TTP. 2 PLACES) LSTA30 - VDR 1 SILL TO 3x BLOCKW (TTP. 1 PI Arch) 1' •� L6TA30 - HDR SILL TO 3x BL (TTP.1 PLACES LS1)130 VDR 4 SILL 4 TO 3x BLXK (TYP. 2 PLACES) 4. 0 0 0 a SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) I> 1/2" OSB or CDX 8d @ 6" o.c. 54" @ 60" o.c. QaII = 230 plf E> 1/2" OSB or CDX 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf 1> I> 1/2" OSB or CDX See Detail 8d @ 3" c.c. 12/S2.0 for Construction 5/8" @ 16" o.c. QaII = 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 ail panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. 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-Valuea U-Factor° Fenestration U-Factorh n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 49J 0,026 Wood Frame Wallg'm'n 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall' 10/15/21 int + TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVI WFD FOR CODE COMPLIANCE APPROVED APR 0 6 2020 amity of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV I 4 2019 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits El Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 0 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 0 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 0 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary 0 tion Description Credit(s) la Efficient Building Envelope la 0.5 lb Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air eakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 121 0 El 2 El 0 121 *1200 kwh 0.5 1.0 0.5 1.5 0.0 3.50 Dig 0363 Table R402'1'1FnqXnptes For S|:1foot .=3O4.8mm,ui.=continuous insulation, int.=intermediate framing. ~R-vm|uesare minimums. U'actor and SH6Care maximums. When insulation isinstalled inacavity 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. o The fenestration Vactor column excludes skylights. The SHGC column applies to all glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home urR'13cavity 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. " There are noSHGCrequirements inthe Marine Zone. 'Resenxed. m Reserved. h / The second R-valueopplies when more than half the insulation is on the interior of the mass wall. | Reserved. ^ For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. / Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headersinsulated with a minimum ofR'1Uinsulation. Table R402.1.3Fpptnote a Nonfenes ration U-factorssha|| be obtained from measurement, calculation or an approved source oras specified inSection R4U%13. Window, Skylight and Door Schedule Project Information L2-2825 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Contact Information 0.20 Ref. U-factor ENTRY 0.28 DEN DEN 0.28 0.28 KITCHEN 0.28 UTILITY 0.28 NOOK 0.28 GREAT ROOM 0.28 UPPER ENTRY 0.28 UPPER ENTRY 0.28 MEDIA ROOM 0.28 BEDROOM 3 0.28 BATH 0.28 BEDROOM 2 0.28 PLAYROOM 0.28 MSTR BATH 0.28 MSTR BATH 0.28 MASTER BEDROOM 0.28 Width Height Qt. Feet Feet Inch Width Height Qt. Feet Inch Feet rnc'h 1 1 8 1 6 6 3 2 2 1 6 4 1 2 4 1 6 6 2 6 6 1 2 2 2 2 1 6 5 6 1 5 4 1 5 4 1 6 4 1 4 4 1 2 2 1 8 5 Area UA 20.0 4,00 0.0 0.00 Area UA 8.0 2.24 36.0 10.08 12.0 3.36 24.0 6.72 8.0 2.24 36.0 10.08 72.0 20.16 12.0 3.36 8.0 2.24 33.0 9.24 20.0 5.60 4.5 1.26 20.0 5.60 24.0 6.72 16.0 4.48 4.0 1.12 44.0 12.32 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0,0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0,0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U-factor Qt. Feet inch Feet inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0, 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 381.5 106.82 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 401.5 110.82 Simple Heating System Size: Washington State I j Slab Below Grade (see Figural) Instructions This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Enerqy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2825 Contact Information Heating System Type: ® All Other Systems 0 Heat Pump To see detailed instnictions for each section, place your cursor on the word "Instructions". Design Temperature Instructions L1Tukwila 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 12-49 Single Rafter or Joist Vaulted Ceilings Select R-Value Instructions Above Grade Walls (see Figural) Instructions Floors Instructions R-21 Intermediate Below Grade Walls (see Figure 1) Instructions (Select R-value Select conditioning Slab on Grade (see Figure 1) instructions Select R-Value Location of Ducts Instructions V tr.. Unconditioned Space Design Temperature Difference (AT) 46 AT indoor (70 degrees) Outdoor Design Temp 2,825 8.5 Conditioned Volume 24,013 U-Factor X Area = UA 0.30 U-Factor X 0.50 382 Area 114,60 UA U-Factor X Area = UA 0.026 U-Factor No selection U-Factor 0.056 1,791 46.57 X Area UA X Area 2,668 UA 149.41 U-Factor X Area UA 0.025 U-Factor X No selection 1,790 Area F-Factor X Length No selection 44.75 UA UA F-Factor X Length UA No selection Duct Leakage Coefficient 1.10 Sum of UA Envelope Heat Load Sum of UA AT Air Leakage Heat Load 11,929 Btu / Hour Volume X 0.6 X AT X .018 Building Design Heat Load 28,274 Btu / Hour Alr Leakage + Envelope Heat Loss Building and Duct Heat Load 31,102 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 43,542 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 355.32 16,345 Btu / Hour (07/01/13) Tacoma, Washington 98448 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 FAX (253) 537-9401 February 26, 2020 Cary Lang Construction 29815 24th Ave SW Federal Way, Washington 98023 Attention: Cary Lang Subject: Plan Review Letter Lot A — 11717 40th Ave S Lot B — 11721 401h Ave S Tukwila, Washington P/N 7340600248 MGI Project P1713-T19 Dear Mr. Lang: REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISIO, CORRE LTR# RECEIVED CITY OF TUKWILA TION MAR 0 4 2020 PERMIT CENTER Migizi Group, Inc. (MGI) is pleased to submit this Plan Review Letter as it pertains to the proposed development of the above referenced residential properties in Tukwila, Washington. MCI has concurrently been preparing a Revised Geotechnical Engineering Report for the above referenced project. This letter has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical practice. SITE AND PROJECT DESCRIPTION The project site consists of a previously developed, rectangular shaped parcel, located in a residential area west of an easterly bend of the Duwamish River in Tukwila, Washington. The subject parcel is situated along the west side of 40th Ave S, immediately across from its intersection with S 117th Pl. The project area is elongated from east to west, spanning approximately 207.5 feet along this orientation, and extends upwards of 80 feet from north to south; encompassing a total area of ±0.40 acres. An existing residence, originally constructed in 1918, occupies the northeast corner of the site, with access to the parcel being gained from the southeast corner, along the existing driveway. 3 (.3 Page 1 of 2 Cary Lang Construction — 11717/11721 40th Ave S, Tukwila, WA Plan Review Letter February 26, 2020 P1713-T19 Improvement plans involve the demolition of existing site features, clearing/stripping/grading of the subject parcel, and the development of the site for residential purposes. Preliminary plans have the property being short platted into two developable residential lots (Lots A/B), with the parcel being split east/west, and a communal driveway being constructed along the northern margin of the project area. Lot A will retain the site address of 11717 40th Ave S, whereas Lot B will be referred to as 11721 40th Ave S. Site produced stormwater will be retained onsite if feasible. CONCLUSIONS AND RECOMMENDATIONS Upon review of the permit design drawings prepared by PBG, LLC Land Development and Civil Engineering Consultants, dated January 13, 2020, we are of the opinion that recommendations contained within our updated Geotechnical Engineering Report, were adequately incorporated into the proposed development. In our opinion, all portions of the site and adjacent properties that are disturbed or impacted by the proposed development will be stable or stabilized during construction and will continue to be stable after construction. CLOSURE We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Senior Staff Geologist James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 2 of 2 T '-.7- City of Tukwila Department of Community Development February 19, 2020 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0363 LOT "B" RIVERVIEW - 11721 40TH AVE S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. Tree protection measures must be installed per TMC 18.54.070 for trees retained on the site. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1. The property is adjacent to Permit No. D20-0015. The geotechnical report in Permit No. D20-0015 uses a test pit in this project. 2. The property is adjacent to Permit No. D20-0015. It is assumed the project will be done prior to the second home building activities and the entry road drainage and paving will not be performed until both homes are finished to the quarry spalls access road will be built and maintained for both projects and so the drainage catch basin and infiltration trench for the access drive for this project will not be affected by construction activities. 3. The erosion control appears to follow the details in the 2016 King County Surface Water Design Manual. a. Exception: Confirm 121f of gravel strip is sufficient to accept drainage from the driveway. Letter from the Geotech engineer that he has reviewed lot "B" plans and that the design is in accordance with the Geotech report.. 4. The project is in the Valley View Sewer District and is to be reviewed by Valley View Sewer District when they apply for a permit. Sewer easement required. 5. Drawing No. C2 indicate a CB Type 50 or area drain with an outlet pipe 2.25 ft below finish grade. Ensure this is deep enough to accommodate the footing drains. 6. City of Tukwila has no Type 50 catch basins. Install per City of Tukwila standard drawing no. DS-09 with a solid lid shown in standard drawing no. DS-05. 7. Acquire proper paperwork for sidewalk in ROW. a. As this path will be used for access to the construction site for Permit No. D20-0015, the approach work in the ROW should not be completed until both project are substantially complete. 8. Show both potable water and fire line. a. Show location and type of meter, DCVA for fire sprinkler system and associated piping per City of Tukwila standards. 9. Include a traffic control plan per MUTCD 10. Since Public Works permit fee is based on % of site construction cost on private property and in the right of way, please enter the cost on 1st page of the attached Public Works Bulletin A2. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, R: c,. 0 Bill Rambo Permit Technician File No. D19-0363 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PEHMIT COORD COPT PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0363 DATE: 03/05/2020 PROJECT NAME: LOT B RIVERVIEW SITE ADDRESS: 11721 40TH AVE S Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division rc3Norb Fire Prevention Structural Permit Coordinator III PRELIMINARY REVIEW; Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/05 /20 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: 04/16/20 Fire Fees Apply Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT cn RD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0363 DATE: 1 iii4/2019 PROJECT NAME: LOT "B" RIVERVIEW SITE ADDRESS: 11721 40TH AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kW() Building Division Of' Public Works AlA !mu PIO Fire Prevention • Structural Planning Division Permit Coordinator II PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S NITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections' entered in Reviews) Notation: DUE DATE: 12/17/2019 Approved with Conditions n Denied (ie: Zoning Issu s REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire El Ping PW Staff Initials: 12/18/2013 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Cmter. Revisions will not be accepted through the mail, fax, etc. 3/ z 0 Plan Check/Permit Number: D19-0363 LJ Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued D Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Lot "B" Riverview Project Address: 11721 40 Ave S eetrY Contact Person: Summary of Revision: th er, RECEIVED CITY OF TUKWILA MAR 0 it 2020 PERMIT CENTER Phone Number: 2-0 4- Y2 3 --$0,cc ADO re scrr, ocef-s q ddrefs 5 70 -1-0 C4/v4-,2.4 (k+ 10,--0i;def ;vv i-4-0(.4., pfab • 4--e 4 e©. 1--L 4- T" 5 .-1-c. 'void- C Car re c--1- C gr11 pro Jp r-r-0 e gond o- 5,4,'ec CQ 0 k r0 tra Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 Q161-03(03 On Site Storm Maintenance Agreement For King County Parcel: #7340600241 Address: 11721 40'1' Ave s Tukwila, WA 98168 Owner of 11721 40th Ave S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 1/29/21. Subsequent owners shall incur responsibility. Cary Lang Cary Lang Construction, Inc. State of WA County of k/ 1 certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the employee of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: PO 90 , 7i= PUBLIC • • ??, - • SOTARyg\ * Name: • Notory Public in and for the State of Residing at: FreefecIr .1 6..)f My appointment expires: RECEIVED 1 271 TLKWILA PUBL C WORKS ��~�xx "�� Tukwila ~~�~� «�n n ��rx.�Uoa Department ofPublkWorks 63,UOSou,hoentarBoulevard, Suite #1OD Tukwila, Washington 9D100 Phune:2V6-433'V179 Fax: 206-431,3665 Web site: http://www.TukwilaWA.gov Parcel No: 7340600241 Applicant: LOT "B" RIVERVIEW WATER METER INFORMATION Permit Number: D19-0363 Issue Date: 6/9/2028 Permit Expires On: 12/6/2020 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS,EROSION CONTROL, LAND ALTERING, WATER SERVICE/WM WITH NEW WET TAP, STORM DRAINAGE, ROADWAY RESTORATION, STREET USE VALLEY VIEW SEWER DISTRICT AND TUKWILA WATER. Water Meter Size: 1^ Water Meter Type: PERM Work Order Number: 22040105 Connection Charge: $100.00 $0.00 $0.00 |nmoUadnn: $950i00 $aOO $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15V0 g0.00 $0.00 Turn onFees: $50.00 $aOO $0.00 Subtotal: Cascade Water Alliance (RCFC): TOTAL WATER FEES: $7,732.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees t PROJECT NAME o r 4.)-vf V. e I 1 -1 2 I ifo'd T-tkj4- If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. PERMIT # I 6 3 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 3 Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $250 (1) 46- 0 0 y 5- 0 0 so .00 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. 0.00 (4) CORRECTION LTR# I QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 —1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269,75 for 1" 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1" 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ (5) 250.00 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 02/21/17 1)11 o 4.3 RECEIVED CITY OF TUKWILA MAR 0 4 *ill, PERMIT CENTER Itie/a/ icc/9 -.-....... .-.............- . — -Seattle, WA 98168 - . / \ Phone:P(16)242-3236 Fax (206)242-1527 Rcpt. No." ti 5 4. 7 5...- 7 ,. CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY . Residential: $ 50.00 Commercial: $ '100.00 0 Certificate of Sevver Availability OR 0 Certificate of Sewer Non -Availability Part A: ( To Be Completed By Applicant ) Purpose of Certificate: Building Permit . 0 Preliminary Plat or PUD 0 Short Division D Rezone Ei Other • Proposed Use: . JJ Commercial - . . . Residential Single Family 0 Residential Multi -Family Jj Other - Applicant's Na e ' Phone Number . . Property Address / / 7 2 I 1/0 b Ave -5 -14 Lot Number /3 if.06 (902.5ii., Legal Description (Attach Map and legal Description if Necessary); ' . • . . , . . . . • . . Pht B: ( To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing b size sewer • RI feet from the site and the sewer system has the capacity to serve the proposed use. 0: 0 0 b. Sewer service will require an improvement to the sewer system of: El (1) feet of sewer trunk or lateral to reach the site; and/or ci (2) The construction of a collection system on the site and/or 0 (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive 0 plan, 0 b. The sewer system improvement will require a sewer comprehensive amendment. a. The proposed project is within the corporate limits of the District., or has been granted Boundary • 0 Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval -will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ SFC: $ Unit: $ 53Permit $ (Subject to Change on January 1st) Either g Coun /METRO Ca aci Charge may be due upon connection to sewers. b. Easements: .c. Other Ci oI iJoJAf3;_,j_O725o Ej Required May be Required Total o 0 " $itzi,gs<s<001 SWSSD or Midway Sewer District Connection CITY N I PER hereby certify that the above sewer agency information is true. This certification shall be valid for one year om the date of signature. By Title Date //. F TUKWILA V 1 4 2019 IT CENTER ATTACHMENT TO VALLEY VIEllif SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referencedfierein (Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City ofTukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that May be extended by the applicant The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, Gty of Seattle, City ofTukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. if the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agencymay establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations In effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. tt -1 • . Applicant's signature +4, Date Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D19-0363 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 40th Ave. South and adjacent to 11721 40th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way including street use for new single family home. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of t3ff , 2020. r\.e Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King I certify that I know or have satisfactory evidence that ail C' C is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath statedthat he was authorized to execute the instrument and acknowledged it as the ' (1,S I i LP rt..-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. Dated 0 Notary Public in and for the State as on residing at /46' "" • "• My appointment expires el, 7, , WAsoltai 111"M‘Vii‘‘ DATED this GRANTEE: CITY of TU W A By: Print Name: Its: day of J0-11-e , 2020 Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: 71-6derl NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: C CARY LANG CONSTRUCTION Cii-aber industries (httos//lni.wa,00v) Page 1 of 2 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 Goveming persons CARY M LANG JENNIFER ANN LANG; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations Construction Contractor License specialties GENERAL License no. CARYLC11010F Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08109/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-03 Received by L&I Effective date 07123/2019 09/10/2019 Expiration date 09/10/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications haps ://secure.lni.wa.gov/verify/Detail.aspx?UBI=60 1 23 1391&LIC=CARYLCI1 010F&SAW= 4/13/2020 1 1, 1------ 1 i'll, I I I—, I I , REFERENCE SHEET 28" FIR SHEET NO, EX. TREE OF S89002'15"E 100, iiID— LI TO BE REMOVED C1 3 MM am am IMM a= ow I= all: I MM mm, ]am MM3 IMM21 MM mam Mail MM,m SHEETS 0 INSTALL SILT FENCE M PER DETAILITHIS SHEET -------------------------- 16, C ss 0 13 85 00 W fE (8 "E - 7 75 1 0 (D U) TRANC 14 INS CONSTRUCTION EN r (8-N = Z 75 — J2"DECIS PER DETAIL THIS SHEET 1-- LU oc) HOUSE J11717 1 W W a 15'INGRES8l, EGRES UTIL TIES IEA8�EMENT EX, DRIVEWAY W -17 z APPROACH UNDER BLA L191-0069 R W U) 20' 20 ROW z < C-4 PARCEL 8 Lu (D _J 24'CEDAP,�� 0- 0 < INSTALL INLET"PROTECTION I _UJ INSTALL TREE PROTEQTION FENCE -0 PER DETAIC,, THIS SHEET PER DETAIL THIS SHEE� PARCEL A (TYP) EX, HOUSE C095 EX.TREE ry TG4E DEMOLISHED TO BE REMOVED < "UNDER SEPARATE PERMIT" "UNDER PARCEL A PERMIT"'," C) TEMPORARY STOCKPILE PP COVER WITH PLASTIC J6- DECIO. J6" MAPLE CLEARING LIMIT PER DETAIL THIS SHEET H, (8,730 SF - 0.20 ACRE) V WA �41 o. 5'NO BUILD EASEMENT UNDER BLA L19-0069 CB IE (18"N, 42815 1=13,2.,V� 1� ^ISTS 1E (12"F)[=13.29 CB 10 AL -RIM=19�06 IE (12"W)=1z X P. 112112 MC�M.E�-Iaam miam tam MM am MM "W "100.80, -- ------ ------------------------- ---------- FILE C0 N89002'15 01� 'No. Masi MM MM MMM sam IMMM mo Mail, a@ cu) FP n7e, e. an --u;—y�Jocledcocre( LEGEND t- JOINTS IN FILTER FABRIC SHALL BE SPLICED of atlr-ve�" Coov and AT POSTS. USE STAPLES, WIRE RINGS, OR ICU EQUIVALENT TO ATTACH FABRIC TO POSTS. tu Ely coc PROPERTY LINE Date 0 X 2"X 14 GA. WIRE OR EQUIVALENT 0 C RIGHT OF WAY LINE ID SUJLDI%�—ivl� -)N STANDARD STRENGTH FABRIC USE6. E 0 RIGHT OF WAY CENTERLINE 3: Ln 110-se plans have i%,cn revi, -�j by the Fubli Know what's below. FILTER FABRIC 0 �6a Olt C) — — — — — — — ADJACENT PROPERTY LINE CO, Z M (V N Works Dep,,.,,nE -to, 11formance ivi rrent in to I-- REV;si"�"'s City s th cu Call before you dig. tandards. Acccp,�Lrcc 01 — — — — — — — — — EASEMENT LINE is subject to errors and UNDISTURBED oe onlissi0as which Ilu 1101 authorize violations of HORIZONTAL GRAPHIC SCALE "I GROUND dDpted standards or ordinances. The resp —z 1-- PROPERTY CORNER onsibility, 10 5 0 5 10 Lu CD 7UKmia Buidai,� �or the adequacy of the design 11 . . ..... . . .. .. .. . ..... ... < 0 Z Z Z Z 'o-E �,ev,slohs will r, rests totally" With tho 0 < < < ea�a� e,, �'Ja, designer. Addition,, deletions or revisions to thes 1 inch 10 ft. e C/) iav include ad itiona lan drawings after this date Ivill void this cep 6'MAX. z 4" MIN U) aud will require a resubraittaj ofrevis ac tance C) a Q- 0- fior subsequent approval, ed draivings; POST SPACING MAY BE INCREASED -T.: x: TO VIF WIRE BACKING IS USED -T: BACKFILL TRENCH WITH H Final acceptance is object to field inspection by 2" X 4" WOOD POSTS, STEEL FENCE POSTS, NATIVE SOIL OR 3/4- 1.5" !he Public works Utilities inspector, REBAR, OR EQUIVALENT WASHED GRAVEL Date: 0 By: NOTES! FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE--- M co M It-7120 1 0) >. 5-: (D SEPARATE PERMIT UJ M R FE tal z EQUIRED FOR: Z SANDBAGS, OR EQUIVALENT SILT FENCE DETAIL E] Mechanical (D MAY BE USED TO WEIGHT PLASTIC PER 2016 KCSWDM FIGURE C.3.6.A to 1.1.1 0 ('"bLl(- WOP-/-S g Electrical U.1 = W SEAMS BETWEEN SHEETS MUST 15 SCALE: NONE 01 0 1 L) CL OVERLAP A MINIMUM OF 12"AND CONTRACTOR TO PROTECT MUD FROM BEING E] Plumbing BE WEIGHTED OR TAPED TRACKED ONTO THE PUBLIC ROAD 0 100'MIN, 0 Gas Piping SET FENCE CIRCUMFERENCE City of Tukyala CATCH BASIN LtELD�� CIRCUMFERENCE OF GRATE REVIEWED FOR 10 IYMAX EQUAL TO OR GREATER THAN DRI, PLINE COD= r1r*thxp i EDGE OF EXISTING PAVEMENT 6 FT. HIGH CHAIN LINK FENCE' TO ENCLOSE TREE ENTIRELY INSTALL DRIVEWAY CULVERT R=25'MIN. 15'MIN. PROVIDE FULL WIDE TOE IN SHEETING IN IF THERE IS A ROADSIDE DITCH OF INGRESS/EGRESS AREA MINIMUM 4"X4" TRENCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE CONCRETE PIER 4"TO 8" QUARRY SPALLS > �x < SOLID W OVERFLOW FILTER MEDIA FO R DEWATERING POROUS BOTTOM -J I CL of L. MIN%lr- APPROVED 0 on APR 0 6 2020 0 A� ff— U) > CRY of Tukwila UJI BUILDING DIVISION 101�1 AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF NOTES RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN, 0 PROVIDE ENERGY DISSIPATION THE ROADWAY. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED M AT TOE WHEN NEEDED IT 13 RECOMMENDED THAT THE ENTRANCE BE CROWNED $0 THAT RUNOFF DRAINS OFF THE ROAD. SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. PLAS11C COVERING DETAIL INLET PROTE0710N DUAL uJ CONSTRUC110N ENMANCE DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE PER 2016 KCSWDM FIGURE C.3.1.A PER 2016 KCSWDM FIGURE C.3,93 SCALE: NONE SCALE: NONE RECEIVr-D —Z Y OF TUfW,,'ILA MAR 04 2Vil PERI'JIT CENTER E E 0 LLJ N Fnr;--�k �m LOT LINES PER TUKWILA S,P. NO. L06-094 REC. NO. 20090716900016 Q=17.50 DOWNSPOUT (TYP) 589'02'15"E 10�&V- 4" PVC ROOF'DRAIN (SLOPE TO DRAIN) 4" PERF. PVC FOOTING DRAIN — (SLOPE TO DRAIN) 12" DECO (ii�OF OVERHANG 34.8' I Ll 10 LF 4'. PVC ROOF DRAIN , k CO[LECTOR @ 2,00% 'A IE=14.50 i'd i I Fb=20.10 GRADE BREAK LINE Ll En iv� ----------------------- DS LAA ---- 7 ------- G G�' 00 A PA 19.50 2� 0 4� PROPOSED SFR FFE=20.00 PARCEL B c dm:, 1111111111111111111111111111 11 P R, I 14 LA" S�PLID PVC FOOTING DRAIN 1111311 COLLECTOR @ 2.00% 111111111 iDS CONCRETE INLET WITH SOLID LID PER CITY OF TUKWILA STD. DWG. 6S-05 & DS-09 RIM=16.95 1OLF6"PVCS6 IE(W)=1190 @ 2�00% IE (N,E)=14.00 3�BSBL N89002'15"W ,100.80' EG=16.50 36 LF 4" SIDE SEWER @ 2.00% 13'W x 131 x 4'D ROOF & FOOTING DRYWELL (LIMITED) PER DETAIL 1 ON SHEET C3 PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE — — — — — — — — — EASEMENT LINE ------------------ ROOF OVERHANG LINE PROPERTY CORNER 4;: 4" CONCRETE PAVEMENT PROPOSED RESIDENCE PROPOSED INFILTRATION — — — — — — I & DISPERSION TRENCH END 6" SS B I " EGIN �4" SS DIRECTION - GARAGE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,180 SQ. FT. (INCLUDING OVERHANG) DRIVEWAY, PATIO &WALKWAY 846 SO. FT. TOTAL 3,026 SQ. FT. 3,026 / 9,072=0.3335 X 100% = 33.35% IMPERV. SURF. COVERAGE FG=18.85 MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,180 SQ. FT. TOTAL 2,180 SQ. FT. 2,180 / 9,072=0.2402 X 100% = 24.02% MAX. BUILDING COVERAGE LOT LINES PER TUKWJLA B.L.R. NO. L06-028 REO NO. 200JO907900018 CONSTRUCT (2'W x 301 x 2'D) (LIMITED) INFTILTRATION TRENCH PER DETAIL 3 ON SHEET C3 SEE GENERAL NOTE 2 CB -TYPE 1 WITH VANED GRATE RIM=19.50 (LOW POINT) IE (W)=16.10 163 LF 1 Y2 " WATER SERVICE LINE 2'W x 121 x 2'a, I . ' '1//////////777/7z-77 GRAVEL STRIP CONSTRUCT D VEWAY PERDETAIL2 /, 5 LF 6" PVC SD ON EET C3 @ 2.00% PER TYPICAL ECTION y HOUSE #11717 ON SHEET C 6.00 t : 1� EX. SIDEWALK 0 MATCH EXISTING SIDEWALK 1" WATER METER (BY CITY OF TUKWILA) 28" nR 14111111 CONSTRUCT 12'WIDE DRIVEWAY APPROACH WITH 6" THICK 7 INGRESS,, EGRES LITIES EASEMENT EX. WATER METER UNDER BLA 1-19-0069 TO BE UPGRADE USE FOR PARCELA MATCH EXISTING SIDEWALK BENCHMARK SEWER MH A RIM ELEV=19.55 Ln 24" —R CONNECT TO EX. 6" SS -?� D=10.5'(FIELD VERIFY) TSCL EASEMENT PARCEL A 6" SS STUB @ 2.00% MIN, (4- DEEP) — — — — — — — — — — — Rrr —jUT ]UT —jUT �VUT �3UT �]UT �3UT �JUT juT NIT — — — — — — — — — — — — I — — — — — — — — — — — J6- DECID INSTALL 13 LF 6" PVC J6' ijAPLE SIDE SEWER INSTALL 10 5'PRIVATE o SIDE SEWER 0 L 6" PVC @ 33.00% c EASEMENT SIDE SEWER D=1757 6"SS @ 2.00% 6" SSCO IE=13.78 — — — — — — — — — — SS 7SS SS SS 77 J- ---------- L:-� --- ------------------------- ------ ----------- ----------------- 5NO BUILD EASEMENT r7...-.1E,,1,729 UNDER BLA L19-0069 PARCEL NUMBER 7340600241 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL OR INFILTRATION TRENCH 5'MIN. FROM PROPERTY & 15'MIN. FROM HOUSE FOUNDATION. EARTHWORK VOLUME ESTIMATES: LOCA-17ION CLff (CY) FILL (CY) SITE & FOUNDATION 180 60 rRIM= 19.511 ]E(18"N, )=13.3 85 fE (8-E) 7 75 (8 Z' 75 W EX. 8'SEV MAI� co 7-77�'�777 EX. ATER MAIN IIE (18"N, IE (12"E) 1-13-29 YROW I 20'ROW' 4 '1"', SIDE SEWER NOTE SIDE SEWER DESIGN IS SHOWN AS REFERENCE ONLY UNDER THIS PERMIT. SIDE SEWER DESIGN WILL BE REVIEWED BY VALLEY VIEW SEWER DISTRICT DURING SIDE SEWER PERMIT APPLICATON. These pkins have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: B Y: CB RIM=1 .46 1E (12 ? W)�15�56 TRENCH & PATCHING PER CITY OF TUKWILA STD 0 I 101 REMOVE & REPLACE 0/CURB, GUTTER & SIDEWALK 1 PER CITY OF TUKWILA STD. UTILITY TRENCH (POWER & COMM.) TRENCH & PATCHING PER CITY OF TUKWILA STD. t CB I RIM=19.06 E (12"W)=15.56 0 0 0 M REFERENCE SHEET SHEET NO. 2 C2 OF 3 SHEETS 1 031 z: 00 0 U) Z cy) LLI 00 -J i� 01 < (L -r i�: -i W U) (=> - z -.4 0 C'4 W Z z I 00 U r- 0,0, Zq E 0 Ln Ln M LU CD UJ Z < Z Z Z C) Q- a- -T: -T.: M M 0 M 0 a Z LU �4 ui V5 0 0 0 CL FOR MORE SOIL INFORMATION, SEE JUNE 28, 2019 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 z M LU a z UJ W HORIZONTAL GRAPHIC SCALE ui 10 5 0 5 10 1 inch = 10 ft ci I... REV-1EVVEDFOR CODE COMPLIANCE APPROVED - J APR 0 6 2020 City of Tukwila BUILDING, DIVISION MAR 04 26m PERPAIT CENTER E o Z E 0 'i 0 4" PVC DOWNSPOUT DRAIN LINE FOUNDATION—, r/////f//A co I t/ /— FINISH GRADE 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2" DRIVEWAY GRAVEL STRIP DETAIL Effly-l"WiTem DRYWELL FILLED WITH PROPOSED DRIVEWAY SECTION 1 1/2" -3" WASHED ROCK SEE DETAIL ON THIS SHEET LFINISHED GRADE F/1' CONCRETE INLET — — — — — — — — — — — - HOUSE OUT FLOW LOWNSPOUT LOW U) 2� WRAP ENTIRE TRENCH WITH FILTER FABRIC UJ < In > ROOF L---------- J PLAN IE 13' —6" MIN. GRAVEL BACKFILL SCALE: NON 6" RIGID PERF. DOWNSPOUT —PIPE (PVC) L'uvv"'o 'J' @ 0.0% OBSERVATION LOVERFLOW PORT SPL —WASHED ROCK 3/4" - 1 1/2" HOUSE SPLASH BLOCK TOPSOIL FLOW DRIVEWAY INFILTRATION TRENCH DETAIL SCALE: NONE CONCRETE INLET REFERENCE SHEET NO. C3 M 0 co 0 wc-o UJ W > M n < < W 7, -,1- < 0.7- 0 C-4 0 z ry 6" MIN, DIA. PIPE r I Ul—c )'b� 1 112 3" )0 1 V� WASHED ROCK) H. GEOTEXTILE _/ AQ WAS U o U (Q_ MIN, VOR TABOVE SEASONA 42815 TIO IST HIGH GROUNDWATER ELEVA N AND IONAL HYDRAULICALLY -RESTRICTIVE MATERIAL SHEET 3 OF 3 SHEETS PROFILE SCALE: NONE ROOF AND FOOTING LIMITED DRYWELL DETAIL SCALE: NONE These plans have been reviewed"by E Works Department for confiormance with current �2 City standards - Acceptance is subject m errors a., Q) 0 W U) tya ornissions which do not authorize vio!12tioris Zf adopted standards or ordinances. The responsibility Ln Oi for the adequacy of the design tests totally with the designer. Additions, deletions or revisions to these drawin&,s after this date will void this accept=ce uJ and will require a resubmittal of revised dialvi-B-3 CD Z Z Z Z for subsequent approval. C�J r'J < = < = < = < = U) 9 Ln 0- CL 0- CL Final acceptance is subject to field inspection by - -r: -T� -r: -T: the Public )X,'orks utilities inspector. Date: By: 7" -T�: -T.: C5 0 Z M >- ry PROPERTY LINE EASEMENT LINE 020 LU M Lu Z :� 15'INGRESS, EGRESS Z! S2 Z �e L) - & UTILITY EASEMENT U) LU 0 0-1 0 0 DRIVEWAY 3' 6' 1 6' 00 DRUM __ SUBGRADE SHALL BE COMPACTED J \.— 2" CLASS B ASPHALT CONCRETE TO 95% MAX. DENSITY 6" COMPACTED DEPTH CRUSHED SURFACING BASE COURSE DRIVEWAY —TYPICAL SECTION M SCALE: NONE UJ REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION RC-CEIVED CITY OF TUI<vvILA MAR 04 2020 PERMAIT CENTER E z CHANNELIZING DEVICE SPACING POST SPEED (MPH) INTAPER (FEET) IN TANGENT (FEET) 50 40 80 35/45 30 60 25/30 20 40 LEGEND 1-01 28" TRAFFIC CONE WORK AREA DIRECTION OF TRAFFIC ADVANCED WARNING SIGN FLAGGER 'o A-602MM-NA I I A L MR -0 1 N m- L LONGITUDINAL BUFFER SPACE B POSTED SPEED (MHP) 25 30 35 40 45 50 LENGTH B (FEET) 1 55 200 250 305 360 425 SIGN SPACING = X (1) RURALROADS 45 / 55 MPH 500'± RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350'1 RURAL ROADS & URBAN ARTERIALS 25 / 30 MPH 200'± RESIDENTAL & BUSINESS DISTRICTS URBAN STREETS 25 MPH OR LESS 100'± (2) (1) ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERSECTIONS AND DRIVEWAYS. (2) THIS SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS MINIMUM TAPER LENGTH = L/3 (FEET) SHOULDER WIDTH (FEET) POSTED SPEED (MPH) 25 30 35 40 45 50 a 40 40 60 90 - - 10 40 60 90 90 - - USE A 3 DEVICES TAPER FOR SHOULDERS LESS THEN 8' TxrmhNi� 1 . ALL TRAFFIC CONTROL APPLICATIONS AND DEVICES ARE TO BE PURSUENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUCTD), CURRENT ADDITION. 2. ALL SIGNS ARE BLACK ON ORANGE AND 48" x 48" 3. IN ALL INSTANCES, CONES MUST BE ORANGE IN COLOR, 28" TALL, AND HAVE TWO (2) RETROREFLECTIVE BANDS. 4. DISTANCES BETWEEN SIGNS IS PER MUTCD TABLE 6C-1. 5. THE CITY OF TUKWILA RESERVES THE RIGHT TO ADJUST APPROVED TRAFFIC CONTROL PLANS AS NEEDED DURING THE CONSTRUCTION. 6. ALL DRIVEWAYS ON 40TH AVE SOUTH SHALL NOT BE BLOCKED DURING CONSTRUCTION. 7. ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKFILLED AND PATCHED WITH TEMPORARY ASPHALT AT THE END OF EACH WORK DAY, UNLESS PERMISSION IS GRANTED TO DO OTHERWISE BY THE CITY. 8. ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED AS SOON AS POSSIBLE UPON COMPLETION OF WORK WITHIN THE ROADWAY AREA. SHEET NO. Tc 0 z 00 0 U) CD Lij 0'0 > m ry F- 0 C'4 0 z < F- 0 SHEET 1 OF 1 SHEETS 01, LU E 1100;� d' " 0 w -9 MW Uj 0 C) z z Z < < < < z z 3: co C? a. CL W to C5 0 00) M. rr z z 0 &5 C, 0 :z co Uj 0 z 0 U) a REVIE� �,EDFORR CODE COMPLIANC APPROVED APR 0 6 2020 CitY Of Tukwila BUILDING DIVISlor c,�ccm"t-zj-, OP 7-01<�,-,,qL�A MAR 04 PERMIT CENTER 910boul. blg= �=CODE, 2015 INTE ATIONAL 15LCC% CODE 05C), AND BY REFERENCE WHERE APPLICABLE INTMRNATIONAL RESIDENTIAL COPE (IRC) AS AMIENDEP 15Y LOCAL JURISDICTION. ROOF LIVE LOAD 25 POF (SNOW) ROOF DEAD LOAD 15 pap FLOOR LIVE LOAD 40 POF FLOOR DEAD LOAD x 15 POP WIND LOAD - 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. 11 TYPE, V OCCUPANCY C*ROUM R-3 GROUND SNOU WIND DESIGN SEISMIC DESIGN agiea TO DAMAGE FROM DESIGN T". ICE 6141ELD UNDER- LAYIIIENT FLOOD HAZOVS AIR FREEZING Hxx MEAN ANNUAL TEMP SIFEED 1-OPOSRAM41CISFWAL WIND ILIND-DOFINIE ILEATHERING FROST LINE TERMnE LOAD MetV EFFECTS REGION DWRIS ZONE CATEGORr DEF114 REQUIRED SLW_ n NO MR LOCAL 50 SO 29 lie DIC2 MOD is MOD JURISDICTION ADDITIONAL REQUIRED SUBMITTAL ITEM ITEMS To BE SUBMITTED BY THE OWNER OR C4NTRACTOR AT TIME Or PERMIT SUBMITTAL: - MFrl JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTUREW - MFGz TIRLISS, DESIGN AND LAYOUTS (FROM MANUFACTURER) AIIE W= GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 18 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASM-1ED AVERAGE SOIL BEARING; Or 15" EXTERIOR FOOTINGS SHALL BEAR 10' (MINIMUM) BELOW FNISHED GRACE. ALL FOOTINGS TO BEAR ON FIR1 UNUMISTURMED EARTH BELOW ORGANIC SURFACE SOILS. ISACKF:ILL TO BE THOROUGHLY =MPACTIED. MINIMUM COMPRESSIVE STRENGTH Mal AT 28 DAYS rrFE OR LOCATIONS OF CONCRETE OONSTRUCTICN MODERATE WEATHERING POTENTIAL EASEMENT SLAS15 4 INTERIOR SLAB ON GRAPE EXCEPT "RAW 2W pat FLOOR SLAISS. ( NON-STRUCTURAL) BASEMENT UIALLS, FOUNDATION WALLS, EXTERIOR UALLS 4 OTHER 3000 pal (5% to -M air ff&aknad) YERTIC& CONCFETE tUORK DVOSED TO THE UEATHER POW'HES, CAW= &Aw 4 mrs DeOSSID 3AW pal (D% to 1% air entrahed) I TO THE UEAT14ER 4 GARAGE FLOOR SLA5 CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON 511-5 FOR REVIEW 15T BUILDING; OFFICIAL REINFOIRCM STEEL TO COMPLY WITH ASTM A&IS GRADE CPO. UXO. (SEE STFUCTURAL) 2Q1f"=LM SOLT HEADS AND NUTS BEARM AGAINST WOOD TO BE PROVIDED WITH I/4'x3'x3* PLATE WASHERS. WCOD SEARM ON OR INSTALLED WITHIN V Or MASONRY OR C41SICIRETE TO BE PIRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL 5OLTS TO BE 5/8' DIAMETER AT 51-01 O.C. UA0. WITH MINL I' EMBEDMENT METAL FRAMNS CONNECTORS, TO BE MANUFACTURED 15Y Slt*IPSC�l STFIDNS-TIE OR USP STRUCTURAL CONNECrORS. ALL LUOOD N CONTACT WIT14 CMCRETE TO BE PRESWRIE TREATED. FIELD CUT ENDS, NOTO-LES, AND DRILLED HOLIES OF PRIESSURS TREATED LV15ER $HALL BE RETREATED N TIE FIELD IN ACCORDANCE WITH AWPA M4. (M40 CUT SOLUTION BY LUOLMANIZED UJOOD) MR IRC R311.11 FASTENMRS FOR PRESSURE PRESERVATIVE AND FIRE RETAIRCoANT TREATED WOOD SHALL BE Or 14OT-DIMIED CrALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR OOPMR. 61 MR CLEARANCE BETILEEN WOOD AND GRADE. 12' MR CLEARANCE BETWEEN FLOOR BEAMS AND GR401E. Is' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMPPROOFING EXCEPT WHERE- REQUIRED BY SIEC, R4062 TO BE UATERPROOPIED, FOLMATION Uh4LLs T14AT RETAIN EARTH AND ENCLOSE INTERIOR OFACES AM FLOORS BELOW GRADE SHALL BE DAMPPROOFFP FROM THE HIGHER or (a) THE TOP OF THE FOOTING, OR (5) 6 INCHES BELOW THE Top or THE BASEMENT FLOOR, To THE FINISPIED GRADIE. MASONR*r WALLS SHALL HAVE NOT LESS THAN 3/8 NC44 PORTLAND CEMENT PAIR3M APPLIEp To THE EXTERIOR or THE WALL. THE PAIR3NG SHALL BE DAMPPRDOMP N AOCORDANCIE WITH ONE OF THE IsOLLOWNGe 1. BITUMINOUS COATING� 2.3 POUNDS PER Sa YD. Or ACRYLIC MODIFIED CEMENT. 3. 1/*' COAT Or SUF;r-ACE-50NONG CEMENT COMPLYING WITH ASTM C 981. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. 5. OT44ER APPROVED METHODS OR MATERIALS, EXCEpTIM. PAWWWs OF UNIT MASONRY WALLS 16 NOT REQUIRED U44ERE A MATERIAL 16 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE LUALLS SHALL BE pAM"IWORED BY APPLYIWs MY ONE OF: THE LISTED DAMPPROOrM MATERIALS OR ANY ONE Or THE WATEPPROOFM MATERIALS LISTED N SECTION RA06.2 To THE EXTERIOR Or THE WALL. WATERpRODFING; R406.2 - LNI AREAS W14EFM A HIGH WATER TABLE OR OTHER SIEVERE SOIL -WATER C4NDITIONS AIM KNIOUN TO EXIST, EXTERIOR ��MATION UIALLS T14AT IRETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS ElELou; GRADE SHALL BE WATERPROOFED FROM T14E HIGHER OF (a) T14E TOP OF THE FOOTNG, OR (b) 6 INCHES BELOW THE TOP Or T14E 5ASEMENT FLOOR, TO THE FINISHED GRADE. UIALLS 814ALL BE ULATIESIPIROOFED N ACCORDANCE WITH ONE OF THE FOLLOWING- 1. 2-PLY HOT -MOPPED FELT$. 2. 55 POUND ROLL ROORNG� 3. 6-MIL POLYVNYL CHLORIDE. 4. &-MIL POLYETHYLENE 5.40-MIL POLYMER-MODIFIEP ASPHALT. r.. 60-MIL FLEXIBLE POLYMER CEMENT. 1. Ile' CEMENTABASED, FIBER -REINFORCED, WATERPROOF COATING, B. 60-MIL SOLVENT-FRISE, 1-1=10-APPLIED SYNTHETIC RUIBIBER EXCEPTION ORGANIC-SOLVENT-SASEC, PRODUCTS SUCH AS HYDROCARBONS, C14LORNATED HYDROCARBONS, KETONES AND ESTIERS, SHALL NOT BE USED FOR ICF WALLS WIT14 EXPANDED POLYSTY14MME FORM MATERIAL. USE Or PLASTIC ROOFING; CEMENTS, AcRrLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINISS, TO SEAL ICIF WALLS 16 PEWITTEEx COLD-SETTINIG ASPHALT OR 140T ASPHALT SHALL COWORM TO I 1 0 Or ASTM 0 44S. 140T ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS T14AN 2001F. ALL JOINTS IN MEMBRANE WATERF-ROOFING SHALL BE LAPPED AND SEALED WIT14 AN ADHESIVE CZVPAT15LE WIT44 THE MEMBRANE VENTILATION g4oa.1 - THE UNDER-rLOCIR SPACE ISETLJEEN THE BOTTOM or THE FLOOR JOISTS AND THE 12-ART44 UNDER ANY BUILDING (EXCEPT SPACE 00:21PED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER Or SIX MIL (00" IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WIT14IN CRAUjL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT TI-E JONTS AND SHALL EXTEND To THE FOUNDATION WALL. IFFXCEPTION� THE CiROUNP COVER MAY BE OMITTED N ORAUL SPACES IF THE CRAUI SPACE HAS A CONCRETE SLAB FLOOR WIT14 A MNNUM THICKNESS OF TWO INCHES. IN COMWST115LE CONSTRUCTION WI -ERE THERE IS USABLE SPACE BOTH A50VE 4 BELOW THE OVNICEALED SPACE Or A FLOORICEILM ASSEMBLY, DRAFr$TOFIS SHALL BE INSTALLED SO TWAT T14E AMA OF T14E CONCEALED SPACE DOES NOT EXCEED 1000 SWAM FEET. DRAFTSTOPPIWM SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 16 ENCLOSED BY A FLOOR MEMBRANE A50YE 4 A CEILING; MEMBRANE BELOW, DRAFrSTOPPM SHALL BE PROVIDED IN FLOORICEILIWG ASSEMBLIES UNDER THE FOLLOWNG CIRCUMSTANCES, 1. CEILING; IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING; IS CONSTRUCTED or TF4455-TYPE OPEN-UJE5 OR MRI;oRATED MEMBERS. DR.AFTSTOPPING; SHALL CONSIST Or MATERIALS LISTED IN 1RC SECTION R502.121 IN COMMIUSTIME CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL A10 14ORIZONTAL CONCEALED DRAFT OPENINIGS AND To FORM AN EFFECTIVE FIRE BARRIER IBETLUIERN STORIES, AM BETWEEN A TOP STORY AND THE ROOF SPACE. FIMMLO0043 SHALL BE PROVIDED N WOOD -FRAIIIIED CONSTRUCTION rN T14E FOLLOWING LOCATION& 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDINIG: FURRED SPACES AND PARALLEL ROWS Or STUDS OR STAGGfERED STUDS AS FOLLOWS. 11 VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED yEWICAL AND HORIZONTAL SPACES SUCH AS OCCUfit AT SOFFITS, DROP CEILMS, AND COVE CEILING.O. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND 50TTOM OF T14E FRUR ENCLOSED SPACES LINDER STAIRS SHALL COMPLY WIT14 IRC SECTION R3=1 0/2' GLUB) 4. AT OPENING35 AROUND VENTS, PIPES, PUCTS, CABLES AND WIRES AT MILINIG AND FLOOR LEVEL, WITH AN APPROVED MATERIAL To RESIST THE FREE PASSAGE c* FLAME AND PRODUCTS or COMMUSTIONI. THIE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MET THE ASTM IS 136 REQUIREMENTS. 5, FOR THE FIRS15LOCKING or- CHIMNEYS AND FIREPLACES, SEE IFr_ SECTION R1003.M & FIREMOCKING or CORNICES Or A TWO-FAMILY PUELLING IS REQUIRED AT T14E LINE Or DWELLING; UNIT SEPARATION. FIREEILOCKING; SHALL CONSIST OF MATERIALS LISTED IN IRC, SECTION RUMJIJ LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A 12IRMISLOCK. UIRLIESS SPECIFICALLY TESTED N TWIE FORM AND MANNER INTENDED. THE INTIEGRITY Or ALL FIRSIDLOCKS, SHALL BE MAINTAINED. GENERAL ALL MINIMUM 14AILM SHALL BE IN AC=RDANCE WIN15C TABLE 2304.10.1 AND IRC TABLE P.6023(l) UNLESS NOTED OTHERWISE. GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023B MINIM1111 TWICKNESS AND APPLICATION OF GYPS1111 5OARD TAWLS RW2-',& THIC10aft OF "yrats, BOARD OR WreW PANEL PRODUM AFMICATIM ORIEWAMN OF WPM BOARD OR GYP" PANM MOM= TO FRAMNS MA>M14" SPAOM OF PR&MW. rmrlmm (Wzm 01:1) I-14MMM SPACM OF FASTENERS ONC4-66) $112 OF NAILS POR AMICATIM4 TO 111000 PRAMM NAII: W. stt_ 8CRMIS 3/8. CEILN5 FIEFFENPICAULAR is 1 12 13 &ACH!, 1-114'La4, 11/64'WIIAD, 0990' DIA, 1414'LOWA AMAAR- 14124SED, OR 4d COOLER 944� BMW DIA. 1-3)W LOW., 1WWRAP. UIALL SITI'm v"RE=lON is 97- -1& 14. CEILW. Eni-EIR DIR5=10N 16 1 2 a GAGF_ 1-3/6 W LONG, AMAILAR- RNSED, OR LONS, 0164'WEAD, OR GYMM WARD NAII, 0050- DtA. 1--tils' LONCk W32' WAD. GELING. WAJ.L FERIP1901CULAR EMBER DIRECTION 24 24 1 a 12 t2 WALL stim DIRECTM 16 a Is CEILING EITHER DIRECTION 16 1 t2 a a4ap- I-*/&- LORk IW&4' HEAD, 0~ DIA, I -SW LON% AN&A.AR- - L='LA24, VW WEAP, OR =1 OR 6d C=.ER NAIL� 0,M jta>[�k BOARD MAIL COM' PIA, 1-1 M*4'HEAM CELW. FERIaMORILAR 24 1 tYM X AT 5/6. SARAGE CLG 5040ATW 4ASITABLE RO" leaRl-ENDICULAR 24 6 6 1-118'LOW. ad COATIEP NARA OR 5511rVALOW PRYUL&L 60MIS GORMIS SMALL CMIFLY UM *M=OK R102"I WALL EMI-M DIRECTION 24 a - 12 ff_C_.40P�"/6'La42, W64WEAD, 90JM'DIA. 1-3/0' LOW. AWLAR- F142M, OR6d COOLIERNAH.CAM'DIA.1-1/6'LONS. VW WAD, OR WPM BOARD NAIL 0050'DUL 1-1/81 LCW� IW"' HEAD, WALL EITHER DIRECTION I W ta, _ APPLICATiON WITH ADHESIVE 318' OEILNG FEA1-SNDICWAR 16 Is SAPE AS ABOVE FOR 3/8' WP&JM BOARD AND GYMW PAML FRODOM WALL snHER owscroN 16 16 24 W- OR 5/61 OBILING EnHER DIRECTION 16 16 16 - 64111 AS ABOVE POR WAND 51W GYP&M BOARD AND GYM" PAML FRODUM REOMOTMELY. CULNG FOWENPICULAR 24 t2 _ 16 - WALL EN14ER DIRECTION 24 16 24 TWO CELM PEFPEM!CULAR 16 16 16 FLY RAILAP AS A0OVN FOR kGYPM BOARD AND GYMW s/a LAYERS RANEL PR=CM FACE PLY MTALLW WaN AZ4M6P&_ WALL Enl-M DIRECTION 24 24 24 BAOMER5 ALL MAILS SPEC11FIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (USLLESS NOTED OTHERWISE) Or THE DIAMETER AND LEWSN LISTED BELOW OR AS PER APPENDIX L Or THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NO$) W COMMON (0.131- DIA, 2-1/2' LENGTH), W BOX (0.113- DIA, 2-1/2' LONG), 10d COMMON (0.140- DIA� 3' LOWw 10d BOX (0.128- DIA. 3' LENGTH), l6d COMMON (0.162' DIA 3-1/2' LONG),16d SINKER (0-140 DIA 3-1/4' LOWs) 5d COOLER (0086- DIA, I-S/8- LONG; ), SOL COOLER (ODS2' DIA� 1-1/8' LOW.) LUMBER GRADES FIRAMWS LUMBER SHALL COMPLY To T44E LATIEST EDITION OF WUIPA CiRAPM RULES FOR THE LUESTER4 LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MAW, OF AN APPROVED LU115ER GRADIWS AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROFIERTIESa JOISTS- 2X4 ILOOD TYPE, W v2 - Fb-880 pet, rv--5 pal, FO-1300 pat, S-1200000pol 2X6 OR LAIRGSIR W #2 - FID-850 pat, Fv-15 pal, Fc-1300 pal, E-1200000pat _21m- 4X PF-L 42 - Fb-S00 pal, FY-95 pal, Fc-12150 psi, 5-16,00000pel 6X OR LAR3ER DF-L #2 - F16-615 pal, Pv-85 psi, Fa-600 Psi, E-1300000pot STUDS 2X4 W 02 - rb-850 pat, lev-15 pal, N-03W psi, E-1200000pot DO OR LAWAER W 02 - F16.860 pal, lov-15 pal, F0.1300 psi, E-1200000pot POSTS 4X4 W 42 - F`D-WO pal, Fv-S5 pal, FO-133SO pal, E-1600000pal 4X6 OR LAFIGER W 02 - FID-9W pat, Fv-eb psi, Fa-1350 pat, E-1600000pal 6X6 OR LARGER DF-L 01 - FID-100 pal, Pv-85 psi, Fc-415 pal, E-M�l 6X& OR LAIRSAER DF-L 02 - FID-100 pal, Fv-95 psi, ft-415 pal, ExI300000p6l GLUED -LAMINATED, BEAM (GLB) SHALL BE 24r-V4 FOR SINGI-E SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWIW4 MINIMUM PROPERTIESe Fb - 2AOO Mi, lev - 165 PSI, Fc - 650 PSI (PERPENDICULAR), E - 1000"0 MI. ENSMIFFEED, WOOD BIAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMLIMI PROPERTIM Fo - 2,WO PSI, lev - 2W Psi, lec - 150 PSI (PERPENDICULAW E 20=~ MI. BEAMS DESIGNATED AS 'Ll/L' SHALL HAVE THE MINIMUM PROMIRTIM FID - 2,600 PSI, lev - 285 Psi, ft - 150 PSI (PERPENDICULAR), E WO"O PSI. BEAMS DESIGNATED AS 'LOL' SHALL HAVE THE MINIMUM PROPERTIES: Fo - 1,100 PSI, Fv - 400 PSI, Fa - 600 PSI (PERPENDICULAR), E 1,3000M Mi. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER RIEQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM - LAW, FLOOR TOTAL LOAD MAXIMUM - L/240. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF LUE*14T PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED N THE GENERAL NOTES. MOSES 814ALL BE DESIGNED 4 STAMPED BY A LICENSED PROFIESSIONAL ENIGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NOMMARING, LUALLS SHALL BE 14ELD AWAY PROM THE TRJSS 50TTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE T14AT T14E TRIM 50TTOM CHORD WILL 140T BEAR ON TI-E WALL. ALL PERMANENT TRUS5 MEM15ER BRACING; SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOrAVALUPLOOR SNEATHMA TYPICAL ULALL 4 ROOF SHIEATHINd; SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIEP. MINIMUM NAILNG SHA" BE Sd COMMONI * 6' OjC. a PANEL EDGES, AND 12' OjC. N FIELD UN.O. ON SHEARUALL SCHEDULE. SPAN INDEX SHALL BE 2410 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING, SHALL BE 3/4' T4G RATED (40)20) SHEATHING, UNLESS OTRIERVISE SPIEC11FIED. MINIMUM NAILING SHALL BE SOL COMMON AT 6' O.C. 6 PANEL EDGES AND 121 O.C. N FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SWEAIIHING� WALL ELASHM APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN TIE EXTERIOR LUALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY Or WATER INTO THE WALL CAVITY OR PENETRATION OF: WATER TO THE BUILDING; STIRLICTURAL FRAMING; COMPONENT& T44E FLASHM 644ALL EXTEND TO T14E SURFACE Or THE EXTERIOR WALL FINISH AM S44ALL BE INISTALLED TO PREVENT WATER PROM IREENTERINGG; THE EXTERIOR UALL ENVELOPE. APPROVED C40RROSION-RESISTANT PLASHWOS SHALL BE INSTALLED AT ALL OF TI-LE FOLLOWNG LOCATIONS: 1. AT TOP OF: ALL EXTERIOR WNDOUI AND DOOR OPENING;S N SUC44 A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF: 0411"INEYS OR OTHER MASONRY C41,16TRICTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING, LIPS ON 50TW SIDES LINDER STUCCO OPENINGS 3 LINDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4 CONTINUOUSLY ABOVE ALL PROJIECTINIG WOOD TRM. S. WRIERIE EXTERIOR PORC4-1155, DECKS� OR STAIRS ATTACH TO A UALL OR FLOOR ASSEMBLY Or WOOD =NSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT 5UILT-N GUTTERS, maxam 99M. Mcbm An fi=rdm PER 2015 WASHINGTON ATATE ENERGY CODE WMOU* SHALL BE INSTALLED AND FINISHED N A0ODIRDANCE WITH T14E MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY T14M MANUFACTURER FOR EAC44 WINDOULL ALL SKYLICM4TS AND SKY WALLS TO BE LAMINATED GLASS USILIESS, NOTED OTHERWIM 4 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LIESS THAN ONE OPERABLE W-MRSENCY ESCAM AND RESCUE OPENINIG� WHERE BASEMENTS CONTAN ONE OR MOFFS SLEEPING; ROOMS, AN EMERGdENCY ESCAPE AND RESCUE OPENING SHALL BE RE0111RIED IN EACH SLEEPM ROOM. EMERGENCY ESCAPE A10 RESCUE OPENWaS SHALL OPEN DIFECTLY INTO A PUBLIC UIAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHIELTERS, AND BASEMENTS USED ONLY TO HOUSE MEC44ANICAL EQUIPMENT NOT EXCEEDING; A TOTAL FLOOR AMA OF 200 SO FT. MINIMUM OPEN114G AREA- ALL EMEFRS�CY ESCAPE AND RESCUE OPENNGS SHALL HAVE A MR NET CLEAR OPENING OF D.1 Sa Fr. EXCEPTION: GRADE FLOOR OPENIN456 SHALL HAVE A MR 5.0 SOL FT. MINIMUM OPENING I-EIGRT, T14E MR NET CLEAR OPENNG�S HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING UIIDTW� THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL WEIQ;14T� WHERE A WINDOW IS PROVIDED AS THE EMIERSsIENCY ESCAPE AND MSCLE OPENING, IT S14ALL HAVE A SILL HEIG44T Or NOT MORE THAN 44' ABOVE THE FLOCK WHERE THE SILL 14EIG44T IS BELOW GRADE, IT S44ALL BE PROVIDED WITH A WINDOW UIELL IN AOCORDANCE WITH SEC. R310.23. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTI-FERWISE REQUIRED MR IRC SECTION R308A 1. GLAZM IN DOORS - SIDE HINGED DOORS, SLIPING GLASS DOORS AND PANELS IN SLIDING, 4 51FOLD DOOR ASSEMBLIES PER [RC SECTION F-1408.41 2. GLAZINIG ADJACENT TO DOCIRS - PANELS WITHIN 24' Or EITHER SIDE OF THE DOOR IN CLOSED POSITION MR IFr_ SECTION R3MA2. 3. GLAZM IN WINDOWS - THE PANE IS LARGER THAN 'a SOL. Ft, THE BOTTOM EDGE 16 LESS T44AN IS- A50VE THE FLOOR THE TOP EDGE IS MOIRE T14AN 3-6- ABOVE THE FLOOR, AND ONE OR MOSS WALKING SURPACES AIM WITHIN 36', MEASURED 14ORIZONTALLY AND IN A STRAIGHT LINE or THE GLAZING PER IRC SIECTION R308,43. 4. GLAZING N GUARDS AND RAILS PER 11110-1 SECTION R3MAA. 5. C%LAZING; IN LET SURFACES - WALLS, ENCLOSURES OR FIENMS CONTAINING; OR IFACNG; 440T TUBS, SPAS, WHIRLPOOLS, SALINAS,, STEAM ROOMS, MANTU156,61,40WIERS, AND INDOOR OR OUTDOOR Sill"ING; POOLs WHERE TIE BOTTOM EXPOSED EDGE is LESS THAN roo. MEASURED VERTICALLY ABOVE ANY STANONG OR WALKING SURFACE PER IRC SECTION R308A.S. -I. GLAZING ADJACENT TO STAIRS AND RAM" - WHERE THE BOTTOM EXPOSM EDGE 18 LESS THAN 36' ABOVE THE PLANS OF T44E ADJACENIT WALKWa SURFACE OF STAIRILAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R308A.6. . S. GLAZING; ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING 16 LIESS T14AN 36'AIBOVE THE LANDINIS AND WIT14N A 60' HORIZONTAL ARC LESS THAN ISO DEGiREES PROM THE 50TTOM TREAD NOSINGS PER IRC SECTION R3"A.1. RECEIVED CITY OF TUKWILA NOV 14 2019 PERMIT CENTER rL4*2 SPREAD AND SMOKE-DEVIELOPED INDEX FOR INSULATION $WALL BE IN ACCORDANCE WIT44 SECTIONS P3=0.1 THROUGH R3=05. [l2i INSULATION MATERIALS, INICLUDING FACM5, SUCH AS VAPOR RETARDERS AND VAPRO-PER'EABLE MEMBRANES, INSTALLED WIT14N FLOOR-CEILM ASSEMBLIES, ROOF -CEILING ASsEMBLIES, LLIALL ASSEMBLIES, CRAUL SPACES AND ATTICS 844ALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WIT14 AN ACCOMPANYIN13 SMOKIE-DEVELOPIED INDEX NOT TO EXCEED 450 WREIRIE TESTED IN AOCCORDANCE WITH ASTMI E S4 OR UL 123. EXCEPTIONS: 1. WHERE &UrH MATERIAL$ AIRE INSTALLED IN CONCEALED SPACES, T44E FLAME AD INDEX AND SMOKIE-DIEVELOFED INDEX LIMITATIONS DO NOT APPLY TO TI-E FACINISS, PROVIDED T44AT T14E FACING, 15 INSTALLED IN SUBSTANTIAL CONTACT WIT14 THE UNEXPOSED SURFACE Or THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, T14AT 15 NOT $PRAY APPLIED, C:CMPLYNG WIN THE REQUIFIM-ENTS or SECTION R302.103, SHALL NOT BE MQUIRED TO MEET THE SMOKIE-DIEVELOPED INDEX OF NOT MORS THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKIS-DEVELOPIED INDEX OF NOT MORE T14AN 450 11WERS TIESTED IN AcCORDANCE WIT14 CA"LC 61022. 3. FOAM PLASTIC INSULATION 5441-L COMPLY WITH SECTION R316. R== LOOSE -FILL INSULATION LOOSE -FILL INWI-ATION MATERIALS T14AT CANNOT BE MOUSITIED IN THE ASTM E 04 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL C4MPLY WIT14 THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS Or SECTION R302.10.1 UNERE TESTED IN ACCORDANCE WIT14 CANAJLC 6102.2. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WIN CANIULC 81022, PROVIDED VXH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R3=03. R3021V3 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH cp5c Is CPR PARTS 12m AND 14o4. EAc44 PACKAGE or sucw INSULATING MATERIAL SHALL BE CLEARLY LABELED N ACCORDANCE WITH OPSO 16 CFR, PARTS 1:20% AND 1404. R302J0.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INISTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT MR SQUARE CENTIMETER - TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL ISE MADE N ACCORDANCE WITH ASTM E S`10� INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMIES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, CiASKETED OR WEATI-FERSTIRIPPIED TO LIMIT AIR LEAKAGF_ R102.1 VAPOR RETARDERS CLASS I OR 11 VAPOR RETARDERS AIRE REQUIRED ON THE INTERIOR SIDE OF FRAI'M WALLS IN CLIMATE ZONES 5, 6, 1, 9, AND MARINE 4. EXCEPTION& L BASEMENT WALLS. 2.5ELOLU-CiRAPE PORTIM OF ANY WALL. .3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING; WILL NOT DAMAGE THE MATERIALS. MOM CLASS III VAPOR RETARDERS CLASS III VAPOR FETARDERS SHALL BE PERMITTED WHERE ANY ONE OF T14E 0ONDITIONS IN TABLE R102.11 Is MET. R102,12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASW ON THE MAISILFACTURER'S CERTIFIED TESTING; OR A TESTED ASSEMBLY. THE FOLLOWNG SHALL BE CEEMD TO MEET THE CLASS SPECIFIED: CLASS h SWEET POLYETHYLENE, UNIFIEFFORATED ALU1'1NUM FOIL. CLASS ::;,KRAFT-FACED FIDEIRG BATTS. CLASS . LATEX OR ENAMEL FAINT. R102,13 MINIMUM CLEAR AIRSPACES AND VENTED OMNINGS FOR VENTIED, CLADOM FOR THE PURPOWS OF T1416 SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENM WIT14 T14E EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VINYL LAP OR 14ORIZONTAL ALUMNI" SIDING APPLIED OVER A WEATHER-RIESISTIvE BARRIER AS SPECFIEE) IN TABLE R10330j. 2.5RICK VENEER WITH A CLEAR AIRSPACE AS SMCIFIED IN TABLE R103.9,4. 3. OT14ER APPROVED vlENTED CLADDINGS. UISEC R402A AIR LEAKAGE (MANDATORY) THE IBUILOM THERMAL ENVELOPE SHALL ISE CONSTRUCTED TO LIMIT AIR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS PA02,4.1 THROUGH R402,4.4. R402A.1.2 TESTING; THE BUILDING; OR DWELLM UNIT SHALL BE TESTED AND VERIFIED AS HAVING; AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR EXC44ANGES PER HOUR. Nfiff=h= am 1bEQ21G1t= POSTING OF CEIRTFIC UISEC R4013 A PERMANENT CERTIFICATE SHALL BE C40MPLETED BY T14E BUILDER OR REGISTERED DESIGN PROMMONAL AND POSTED ON A WALL IN T14E SPACE WHERE 114E FURN,4-_F_ 16 LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDINGt. WHEN LOCATED ON AN ELECTRICAL PANEL, T44E CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF TIE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABEL$. THE CERTIFICATES SHALL LIST TI-E PREDOMINANT R-VALUES Or INSULATION INSTALLED IN OR ON CEILWWROOF, WALLS, FOUNDATION (SLA5, BELOW-CM&DE WALL, ANP/0R FLOOR) AND DUCTS, OUTSIDE CONDITIONED SPACES: U-PACTORS FOR FIEleSTRATION AND THE SOLAR HEAT GAN COEFFICIENT (sww or FENESTRATION, AND THIE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING; ENVELOPE AIR LEAKAGE TESTING DONE ON THE ISUILDM. UNERIE T14EFRE IS MOM THAN ONE VALUE FOR EAC14 COMPOINEW, THE CIERTIFICATIES, SHALL LIST THE VALUE COVERM THE LAR3EST AMA. THE CERTIFICATIES SHALL LIST THE I v 5 AND EFFICIENCIES OF HEATING, COOLM AND SERVICE WATER HEATING, EQUIFMENT. W14EM A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FUIRNACE, OR BASEBOARD ELECTRIC 14EATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST rzAS-FIRED LNVENTED ROOM HEATEIV 'ELECTRIC FUIRRACE' OR 'BASE50AIREo ELECTRIC HEATER - AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR cfAS-FIREP INVENTED ROOM HEATERS, ELECTRJC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTIN13- PUCTS e44ALL ME LEAK TESTED IN ACCORDANCE WITH UJSLI IRS-33, USINGi THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 LUSEC SEC. R40333. A WRITTEN REPORT OF: T14E PSOULTS SHALL BE SIGNED SYTWE PAFzIY C4DNDUrTM THE TEST AND PROVIDED To THE CODE OFFICIAL. BUILDING; AIR LEAKAGE TESTING 2015 UWC SEC, R402A THE BUILDM THERMAL ENVELOPE SHALL BE OONSTIRUCTIED TO LIMIT AIR LEAKAGE IN ACCORDANCE WIT14 THE REOURMIENTS or SECTIONS R402AI THRDUGA R402.4A. EUMMIMMAII RODENT PP�IIS4_: 2015 UNFOIRtl PLUMBING CODE SEC. al= STRAINIER PLATES ON DRAIN NLETS S+4A_L BE DESIC4,11ED AND INSTALLEr> So THAT No OPENING; EXCEEDS 1/2 Or AN INCH N THE LEAST 01111ENSION. 312M MIETIER BOXES SHALL BE CONSTIRUCTIED IN SUCH AN MANNER THAT PAT5 CANNOT ENTER A BUILDM BY FOLLOWING, T14E SERVICE pip PROM T44E BOX INTO T14E 5UILONG. 312J22 METAL COLLARS N OR ON BUILDINGS UJHEFM OPENWoS WAVE BEEN MADE N WALLS, FLOORS, OR CEILING;6 FOR THE PASSAGE or Pli SUCH OPIENINIGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OP APPROVED METAL COLLARS SECURELY FASTENED To THE ADJOINING STRJCTURE. 312J23TUS WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THIE FIRST FLOOR SHALL BE PROTECTED By THE INSTALLATION 012 APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STIRUCTUFM WITH No OPENING EXCEEDINIS V2 OF AN INCH IN THE LEAST DIIIIEN[Stotl. WATER HAMMER- 60e.IQ(U1PC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES AIRE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRIESTER(S) ABSORB HIGH PRESSURES RESULTNG PROM THE QUICK CLOSING OF: TI-ESE VALVES. UIATER HAMMER ARRESTORS SHALL ME APPROVED MEC14ANICAL DEVICES N ACCORDANCE WIT14 THE APPLICABLE STANDARD AND SHALL BE NSTALLIED AS CLOSE AS POSS15LE To QUICK ACTING; VALVES. L.112kffm WWC SECTI R404 LIGHTING; SQUIEt=j PER SEC R404.1 - A MIN" OF Is MRCENT Or Lj)vy�:g ALL BE HIGH -EFFICACY LAMFS. INTERIOR STAIRWAY ILLUMINATION PER SEC L003.1 IRE, INITERIOR STAIRWAYS SHALL 13E PRO'ADED WIT14 AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDWIS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POLUER FROMI THE BUILDING; WIRIWI THE LIGHT SOURCE SHALL BE CAPA51-E Or ILLUMNATM TREADS AND LANOW-56 TO LF-VEI-45 NOT LESS T14AN I POOT-CANDLE MEASURED AT TWIE CENTER Or TREADS AND LANDIN138. THERE SHALL BE A UIALL SLUITC44 AT EACH FLOOR LEVEL TO CONTROL T14E L�RT SOURCE WI-FERIE 114E STAIRWAY WAS SIX OR MORIE RISERS. EXCEPTION: A SWITC44 16 NOT REQUIRED WHEIRE REMOTE, CIENITRAL OR AUTOMATIC CONTROL Or LIG44TNG 18 PROVIDED. EXTERIOR STAIRMAY ILLUMINATION PER SEC R3030 IRC EXTERIOR STAIRLUAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANOM OF THE STAIRWAY. STAIRWAY ILLUMINATION 844ALL IRECEIVE PRIMARY POWER FROM THE BUILDING WIRM EXTERIOR STAIRULAYS PROVIDING ACICESS To A BASEMENT PROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH M ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING; OF THE STAIRWAY. MR SEC R602.6 DRILLING AND NOTCHING; OF: STUDS -144ALL BE IN ACCORDANCE WITH THE FOLLOLUMe L NOTCHW- ANY STUD IN AN EXTERIOR UIALL OR BEARING3 PARTITION 814ALL BE PEIRMITTED TO Me CUT OR NOTC44ED TO A DEPTH NOT EXCEEDWS 25% Or ITS WIDTH. STUDS IN NONMEARING PARTITIONS SHALL BE PERMITTED TO BE NOTC44ED TO A DEPTH NOT To EXCEED 40% OF: A SIW21_E STUD WIDTH. 2. DRILLW- ANY STUD SHALL BE FERMI I I ED To BE D OR DRILLED, PROVIDED T14AT T14E DIAMETER OF T14E RESULTING; 14OLE IS NO MORE THAN 60% OF: T14E STUD WIDTH, THE EDGE OF THE WOLS 15 NO MOF49 THAN % NC44 TO THE EDGE OF T14E STUD, AND THE 14OLE 15 NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WIT14 No MOIRE T14AN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE F,lGUREs Rf.02f,(I) AND R6023(2). EXCEPTION- UM OF APPROVED STUD SHOIES 18 PERMITTED WI -MIRE THEY AIRE INSTALLED IN A0=141DANCE WITH THE MANUFACTUREWS, RECOMMENDATIONS. DRILLM AND NOTCHING, OF TOP PLATIE. PER SEC RA02A.1 WHEN PIPING OR DUCTWORK IS PLACED N OR PARTLY N AN EXTERIOR UIALL OR INTERIOR LOAD -BEARING WALL, NECESSITATTWS CUTTING, DRILLM OR NOTC14NG OF T14E TOP PLATE BY MOIRE NM 50 PERCENT OF IT'S WIDTH, A CIALVANIZED METAL TIE NOT LESS THAN OjM4 NC44 THICK AND 1-1/21 NC44ES WIDE SHALL BE FASTENED ACROSS AND TO T14E PLATE AT EAC44 SIDE Or T14E OPENING WITH NOT LESS T14AN EIGHT 10d NAILS HAVING A MNIMUM LEWAN OF 1-1/2' NC44ES AT EAC44 SIDE OR EQUIVALENT. THE METAL TIE MST EXTEND A MNIMUM Or & NC-44ES PAST THE OPENINGA SEE FIGURE R&02AJ EXCEPTION: WHEN THE ENTIRE SIDE Or T44E LUALL WITH THE NOTC44 OR CUT 15 C40VEIRED BY WOOD STFW=RAL PANEL SHEATHING. Z 95; 19i t, 14 1�, I I PIP IEVVED I COMPL APR 0 6 2020 construction. cc 2. Z��plan wal designed to 'keted th'.ughou many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be .... t-td. 3� purchase, should he - plans reviewed by a lie - eased builder and struct- ural engineer for compli- ance to specific site can- diti.n.. 4. These plans should not be altered by other than a qualified designer, archi- tc.t, or structural engineer. Plan No: j LS2-2825-3R F Date: 2015 - ------------- VE-NI ILATION - - - -- - - - ----------------------- - - - - - ------------ - - FREQUIREMENT5 ROOF ATTIC VENTILATION CALCU ATIONS INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM SEC. M1501 M1501 LOCAI E 4NS EXHAUST PANS PROVIDING LOCAL EXHAUST SHALL WAVE A MINIMUM I Im OTINn Im-011RIENT ALL WARM -AIR FUIWACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND PAN FLOW RATWS � THAN 50 cftm AT 025 INCHES WATER GAUGE FOR BATHROOM$, LAUNDRIES, INSTALLED TO LISTED SPECIFICATIONS. OR SIMILAR ROOMS AND 100 afm AT 025 NC44ES WATER GAUGE FOR KITCHENS. MANUFAcTUREIM1 PAN VENTILATION CALCULATION5 4 REQUIREMENTS No WARIII-AIR rURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, FLOW RATINGS SHALL BE DETERMNW AS PER 4VI S16 (APRIL I%SS) OR AMr-A 219). AT LEAST 40% 4 NOT MOM THAN WX OF FMOUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT . U44EFM A R414SE HOOP OR DOWN DRAFT EXHAUST PAN 15 USED To SATISFY THE ROOF SPACE (NO MOM T14AN 3'5ELOW T14E RIV%E OR 14IC44EST PONT) WITH T14E BALANCE OF FECUIRED DIREC I VENT rURRACE, ENCLOSED FURRACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQ1.11REMENTS FOR KITC44ENS, THE RANGE WOOD OR DOWN DRAFT EXHAUST VENTILATION PROVIDED BY EAVE VENTWA LIOJEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR 144ALL NOT BE LESS THAN too ofm AT 0.10 INCHES WATER GAUGE. MR IFC W&j ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR "FM CEILIN36 ARE A -PLIED LOCATION WI -ERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN M1501.4.2 LOCAL EXHAUST CONTROLS LOCAL EXHAJJST SYSTEMS SHALL BE CONTROLLED BY MANUAL r)IFMMY To THE UOMIDE OF ROM RAFtM 64ALL HAVE CROSS VENTILATION OF EAC44 SEPARATE AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 16 PROVIDED WIT14 AN SWITCHES, DEWUMIDISTAM TIMEf;M� OR OT14ER APPROVED MEANS. LOCAL EXHAUST SYSTFM SPACE BY VENTILATING OFENINGS PROTECTED AGAINST T14E ENTRANCE OF PAN OR SNOW. I/ MAX VENTILATIN33 OFENIN36 SHALL BE PROVIDED UJITH CORROSION fMSISTANT WIFE MEW, WIT14 IV MR 4 V APPROVED t1EANS FOR REMOVAL OF UNEURNED OAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONTROLS SHALL BE READILY AC4ESSIBLE. OPENING& CAPABLE OF IGNITING FLA"IABLE VAPOR$ SHALL BE INSTALLED WITH T14E PILOTS AND SUNNERD OR I4EATIWj F FAYE VENTS AFM INSTALLM INSULATION $4ALL NOT OBSTRf= T14E FREE FLOW OF AIR (MR I- SPACE ELEMENTS AND SWITCHES AT LEAST 181 A50VE THE FLOOR LEVEL. I&= =0=12 Q=H9W WH= HQ= tffrAMLGAL BMEEN INSULATION go ROOF SWEATHM a VENT LOCATION. IdmaLmm Mm 9.= am ammsim BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. SARUS SHALL BE RIGID AND WIND -DRIVEN �01_ T14E PRIMARY SPACE CONDITIONIWo SYSTEM WIT14IN EA014 DWELLING UNIT SHALL BE MOISTWRE RESISTANT. IF FMIBLE BAFFLES 6401,11.0 BE NSTALLED FROM THE TOP OF T14E OUTSIDE OF THE -EAST ONE PROGRAMMABLE T44EI7410STAT FOR TI-E REGULATION OF TEMPERATURE WSEC SEC NUMBER Or BEDROOM$ ExtMoR WALL, EXTENDING K%IARD, To A POINT 6' VERTICALLY A50YE T14E MIGHT OF NON-COMPRIESSED 40311 DWELLING INSLILATION, 4 121 VERTICALLY ABOVE LOOSE FILL INSULATION. UNIT FLOOR 0-1 2-3 4-5 6_1 >1 (ALL CALCW_ATIONS WILL BE NET FREE AREA) ON EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 G;AS VENT OR I I BW GAS VENT SHALL BE ARENS" UFFER ROL-r-: (AREA 1) :> IN A=ORDANCE WITH THE TERMS Or- ITS LISTING, I-IFIRS INSTALLATION INSTRUCTIONS AND APPLICABLE AIRFLOW IN CrM I'lel Sa FT. OF ATTIC AREAr" - 5.%1 Sa Fr. H2a UPPER ROOF VENTING PROVIO �Y CODE REGUIREMENTS. A TYPE L I.SNTM SYSTEM SHALL TERMINATE NOT LESS T14AN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT �JSOO 30 45 rov 15 so OF VENTILATION REQJIRED (860 Sa INCHES) [ff-] AF_50 ROOF VENTS, (50 * N. PER VENT) PASSED T14ROV-44 THE ROOF OF THE BUILDING AND AT LEAST 2'HIGI-EIR T14AN ANY PORTION Or T14E BUILDING 45 CPO UPPER VENTS - 430 Sq. h N AF50 VENTS) N97-. EAVE VENTING PROVIDED BY (4)-2 VV DIAIETER WITHIN 10' OF T14E VENT. 11501-3,000 1 15 W 100 LOWER YEWS - 430 Sq. h IBIFC) HOLES'PER EAVE BLOCK. 3,001-4,500 60 is W 105 120 36 EAVE VMS x 12' MR BLOCK - 432 Sq. Im (4)-2 VS'DIA HOLES - MESH AKE UP AIFP4 11!t� 9mv NPA tul MESH 12' Sq. 11=4j�lLng. DUCT 18 CONCEALED WITHIN THE BUILDING CONSTf;WCTION, THE EQUIVALENT LEWSTH or- THE 4,501-6,000 15 W ]OS 120 13S EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAC-L TI-E LABEL OR TAG 1-44ALL BE LOCATED - --- LOUER ROOF - PORCH: (AREA 2) WITHIN 6 FEET OF: THE EXHAUST DUCT C0tINECTIOIt 6000-1,500 SO 105 120 135 ISO 46 Sa Fr. OF ATTIC AREA/W - J5 Sa Fr. 2. INSTALLATIONS EXHAUSTM MORS T94N 200 CrM SHALL BE PROVIDED WIT14 MAKE UP AIR. WHERE A CLOSET IS >71,500 fee 135 ISO MRS MQWRED (22 Sa NCNES) DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING; AN AREA OF NOT LESS THAN 100 120> 1 OF YERTILATICN Sa NC44ES FOR MAIM UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE UPPER YEWS - 11 Sq. h (2 A-50 VENTS) PROVIDED BY OTHER AIPF�P. MEANS. TAME t11AdZ=) NUMMMM WN= HQM MEIGAMG& LOWER VENTS - 11 Sq. h E: i - 100 80 NC14 TRANSFER GRILL MR IRC G243SA (614.6) Mal"Im am EAmm FAYE VENTS x 12' PER BLOCK - 25 Sq. In RUN-TIME % IN EACH AF50 VENT x 50' PER VENT - 50 Sq, hm WINCISAM 24 10 Md= HQ= IMILEM AXAMI = MM 14-WOUR aacltmll 25% 33% S0% 66% IS% Im% LOWER ROOf - GAFI.�: (AIREA 3) AS AMENDED BY WASHINGTON STATE FACTOR 4 3 2 I-S 13 1.0 81 5a FT, OF ATTIC AFE� - J I UU t-1. NQM LIPPER ROOF VENTING PROADEP 13Y M5011 CiENERAL LOC.AL EXHAUST OR WHOLS-HOUSE MECRMICAL VENTILATION SYSTEMS AND EGUIPMENT 944ALL mNtm OF VENTILAT FMaJIFED (40 Sa INCHES) COR-A-VENT ROOF-2-WALL VENT IT ME DESIGNED IN ACCORDANCE WIT14 T141S SECTION. 14= MMA MEMO= =& m9lam SAM Em 20 Sq. In EAVE VENTS (85 Sa R MR LINEAL FTJ MR- AM =:FAMILY MU&M UFpER VENTS . 20 Sq. h (I AF50 YEWS) M5012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOM$ SHALL NOT BE LOWER ANTS .20 Sq. h RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DLLELLM UNIT AND SHALL BE EXHAUSTED DIRECTLY TO AREA TO BE EXHAUSTED EXHAUST RATES 2 EAVE VENTS x 12' PER BLOCK - 24 Sq. h THE OUTDOOR$. EXHAUST AIR PROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, - CRALLIL SPACE OR OTHER AREAS OF THE BUILDING� KITCHENS 100 ofm INTERMITTENT OR 25 ofm =NTINUOUS MISV13 W14OLE-HOUSE MEQWANIr-AL VVI,11��SYSTSM W14OLE-HOUSE MEC14ANICAL VENTILATION SYSTEMS SHALL BE orzataieo IN ACCORDANCE Wi IONS MIS013.1 THRDUGH M150133. MECHANICAL EXHAUST 5ATHROOMS-TOILET RMS CAPACITY or M150713.1 6YOMM DESIGN EAC14 DWELLING UNIT OR GUESTROOM SHALL BE EQJIPPED WITH A VENTILATION SYSTEM LAUINDRY ROOMS 50 cfm INTERMITTENT COMPLYIW3 WIT44 SECTION M15013A, MIW325, MIS013k OR M15013.1. COMPLIANCE 16 ALSO PEIRMITTED TO BE INDOOR SWIMMING; OR 20 cfm CONTINUOUS 41'-0' (12 EAVE VENTS) DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR A844RAE STANDARD 622. POOLS 4 SPAS d) M150132 C424TROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESS15LE MY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING NSTF41CTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE MR= Yt. OCCUPANT MY THE INSTALLER Or THE SYSTEM. Q= QQMI&= am Mims 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, 2015 WSEC. 3.5 ENERGY CREDITS REQUIRED PER TABLE 406.2 "La DEHUMIDISTATS, TIMERS, OR OTHER APPROVE D MEANS. 4. C4NTtNUCUS UA40LE-HOUSE VENTILATION SYSTEMS. CONTINUOUS UA40LE-HOUSE VENTILATION SYSTEMS -144ALL ENER3Y CREDIT OFTIONS� fla, 3a, Sa, So - 3.9, CREDITS) OPERATE CONTINUOUSLY AND BE SGUIPPED WITH AN OVERRIDE CONTROL A 'PAN ON' SLUITC44 SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM la - EFFICIENT BUILDING ENVELOPE (" CREDIT) WITHOUT ENERGIZING OTHER ENER3Y-CONSUMING; APPLIANCES. A CLEARLY VIS15LE LABEL SHALL BE AFFI>(20 TO FRESCRIP'TIVE COMPLIANCE 18 BASE ON TABLE R40211 WITH T14E FOLLOWIWs THE CONTROLS THAT READS UNCLE HOUSE VENTILATION (SEE OPERATING INSTRI.ICTIONS).' MODIFICATIONS, S'-O' (4 E VE VENTS) D. INTERMITTENT UA40LE-HOUSE VENTILATION SYSTEMS. NTER11TTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL - VERTICAL FENESTRATION U-029 COMPLY WIT14 TI-E FOLLOWING, - FLOOR R-38 (AREA 1) 5.1 THEY SHALL BE CAPABLE OF OPER4TWA INTERMITTENTLY AND CONTINUOUSLY. - SLAIS ON GPAVE R-10 PERIMETER AND UNDER ENTIRE SLAB 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST PANS, FORCED -AIR BELOW CiRADE 61-AS R-10 PERIMETER AND UNDER ENTIRE SLAB SYSTEM PANS, OR SUPPLY FANS WITHOUT ENER31ZW. OT14ER ENER3Y-CONSUMING APPLIANCES OR 53 THE SYSTEM SHALL BE DESIGNED 60 TWAT IT CAN OPERATE AUTOMATICALLY 15ASED ON THE -COMPLIANCE BASED ON SECTION R40214. REDUCE THE TOTAL UA BY 5%. TYPE Or C424TROL TIMER INSTALLED. 5A THE INTERMITTENT MC44ANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) OF EVERY FCUR. - GrAb, PROPANE OR OIL-FIREO FURNACE WITH MINIMUM AFUE Or S4%, OR 5_97 THE SYSTEM 844ALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HMR - GA% PROPANE OR OIL-FIRIED BOILER WITH MINIMUM AFUIE OF %2% CLOCK TIMER TO QUALIFY TO CLAIM T141S CREDIT, THE SUILOM PER"IT DRAWIWsS SHALL SPECIFY D.6 51 AT T14E TIME OF FINAL INSPECTION, T14E AUTOMATIC CONTROL SHALL BE SET TO 01-EPATE THE THE OPTION BEING; SELECTED AND SHALL SPECIFY TI-M HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. \;� U40LE-WOUSE FAN ACCOFFDIWS TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE PAN / SIZING, Da - EFFICIENT WATER HEATIWs (05 CREDIT) 11 6' (4 EAVE VEN M. 5.0 A LABEL SHALL BE AFFIXED TO THE CONTROL T14AT READ$ %III -ME HOUSE VENTILATION SEE ALL SHOWERHEAD AND KITC+EN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE SI-01 (4 EA VENTS) ;;� OPERATING INSTRUCTIONSP RATED AT � a MS0132J OPERATmag= INSTALLERS SHALL PROVIDE THE MANWACTUMFeS INSTALLATION, OPERATING 1.15 GPM OR LESS, ALL OT14ER LAVATORY FAUCETS SHALL BE RATED AT 10 GIOM OR LESS. INSTRUCTIONS, AND A VENTILATION SYSTEM OPERATION DESCRIPTION. TO QUALIFY TO CLAIM THIS CREDIT, T14E BUILDING PERMIT DRAWW5$ SHALL SIPECIFY MI"133 MECHANICAL VENTILATION RATE THE U44OLE-HOUSE MEC44ANICAL VENTILATION SYSTEM SHALL PROVIDE THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL ==j SHOtLERHEAt:>S, KITC+EN SIW FAUCETS, AND OTHER LAVATORY FAUCETS. Plu OUTDOOR AIR TO EAC44 DWELLWS UNIT AT A CONTINUOUS RATE OF NOT LESS THAN T14AT DETERMINED N ACCORDANCE WITH TABLE MIW33(l). Do - EFFICIENT WATER HEATING; (IS CREDITS) (AREA 3) �N. THE UX40LE-WOUSE MEC44ANICAL VENTILATION SYSTEM 16 PERMITTED TO OPERATE INTERMITTENTLY WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWM- (A A 2) 4E SYSTEM WAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS T14AN 25 PERCENT OF EACH 4-HOUR - GAS, PROPANE OR OIL WATER HEATER WIT14 MINIMUM Er or 0.541 201-0' (2 EA1v 5 VENTS) SEC41ENT AND T14E VENTILATION RATE PWWR15ED IN TABLE MIDO13.30) 16 MULTIPLIED 15Y THE FACTOR OR DETERMINED IN A=ORI;,ANC9 WIT14 TABLE MS01330), - SOLAR WATER HEATM SUPPLEMENTM A MINIMUM STANDARD WATER HEATER SOLAR WATER WEATINGA WILL PROVIDE A RATED MINIMUM SAVIW4 OF 85 TWERMS LE-4013SE VENTILATION UM096MO WIT14 A FORC-ED-AIR SYSTEM. THIS SECTION ESTABLISHES OR 2000 kUh BASED ON T14E SOLAR RATINIG, AND CERTIFICATION C41WPORATION MINIMUM PRESCRIPTIVE REQUIREtwENTS FOR U40LE-HOUSE VENTILATION SYSTEMS INTEGRATED WIT14 FORCED -AIR (SRC-C) ANNUAL 1PEFT-01011ANCE OF: 03-300 CERTIFIED SOLAR WATER HEATINIG; VENTILATION SYSTEMS. A SYSTEM UNIC44 MEPTS ALL THE REMIREMENTS OF THIS SECTION SHALL BE DEEMED TO SYSTEMS SATISFY THE REQUIREMENTS FOR A UM40LE-HOUSE VENTILATION SYSTEM. OR A11FD WHOLF-HOUSE VENTILATION SYSTEMS. NTECd4ATED UA40LE-HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PIMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING1 THE 514ALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M1501.3.3. INTEGRATW FORCED -AIR STANDARDS OF: NEEA16 NORT14ERN CLIMATE SPECIFICATIONS FOR I -EAT ImUMp VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH T14E WATER HEATERS FORCED -AIR SYSTEM DUCTS. INTEGRATED FORC-E-AIR VENTILATION SYSTEMS SHALL 14AVE AN OUTDOOR AIR TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING; PERMIT DRAWMS SHALL SPECIFY INLET DUcT CONNECTING A TERINAL ELEMENT ON T14E OUTSIDE OF T14E BUILOM TO THE RETURN AIR PLENUM THE OPTION BEING; SELECTED AND SHALL SPECIFY THE WATER 14EATER EQUIPMENT OF THE FORCED -AIR SYSTEM AT A POINT WITHIN 4 FT UPSTREAM OF T14E AIR HANDLER THE OUTDOOR AIR INLET TYPE AND T14E MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATNG DUC.T CONNECTION To THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FOFr_ED-AIR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVWIS. BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO TI-EREAT EXCHANG;ER. THE SYSTEM WILL BE ECUIPPED WIT14 A MOTORIZED CAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION MIW-32. THE REQUIRED FLOW RATE SHALL BE VERFIED 15Y FIELD TESTING WITH A FLOW MOM OR A FLOW MEASURM STATION. MIDff13D2 VENTILATION DUCT INSULATION, ALL SUPPLY PUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. OOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED PROM ENTRY 15Y LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 60 AS NOT TO TAKE AIR PROM THE FOLLOWING AREAS: 1. CLOSER T14AN TO Fr PROM AN APPLIANCE VENT OUTLET, UNLESS MICH VENT OUTLET 16 3FT A50YE T14E OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OEUECTIONA5LE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATIOK 4. A ROOM OR SPACE 14AVM ANY rUEL-ISURNNG APPLIANCES THEREIN. 5. CLOSER T14AN 10 FT PROM A VENT OPENING or A FLUMISM DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. RECEIVED 6. ATTIC, CRALL 8XIES, OR "RAGES. CITY OF TUKWILA m19-014 L22AL E> LOCAL EXHAUST SHALL ME PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, NOV 14 2019 LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTI-ER ROOMS WHERE WATER VAPOR OR COCKING ODOR 16 PRODUCED. LOCAL EX14AUST SYSTEMS SHALL BE DESIGNED TO WAVE THE CAPACITY TO EXHAUST THE MNIMI.M PERMIT CENTER - - - - - - ----------- - - - - - - --------------------------- AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TA51-E MIDOIA -- ------- a Um zlz� RL IIEVVED FOR "DIE COMPLIANCE APPROVED APR 0 6 2020 of Tukwila qG DIVISION 1. Contractor oir builder most verify all dimensions before proceeding with i construct on. 2. This plan was designed to be marketed throughout -..y caunkip.liti.s. Th. pur.h.ser most verify compliance with all local applicable building cod a where the home is to be -t-ted. 3. Purchnier should haw reviewed by . Uc- builder and stmet- oral engbiee�if! compli- ance to speoi in site con- ditiona 4 ' These plane should not be altered by other than a qualified designer, rchi- toct, or structural engineer I Plan No: I I Da7t7c7] 2y,& EXTERIOR WALL 1/16' FLY OR 085 SI-EATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS — SWEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOF BARIRIER ATOP 1/16' FLY OR OSE, SHEATHING, TYP TRUSS OR RAFTER PER MATHER RESISTANT M1041PURSUDSTRATE FINISH SIVINO "M TRIM PLASHINS AITH 5" MIN. VERTICAL LES ORIZONTAIL Mop TRIM SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE 5TONE VENEEr"i2. KTA. ROOF SEC. F AT A I, 12 t Fr-- rl Miulu L L"-a Lim Eu tuLffl- Uu I IL Z40= JILL 12 *F�, lFERNIN aw[E-11 15/4x& 13AND SM. � ATOP SLAB a PfWNT FRONT ELEVATION ( EAST) 4 RZAR PORC! 155 W PI-46HIN& MASONRY VENEER - GENERAL NOTES PER SEC. RIVAJ2 ADHERED MASONRY VENEER SHALL =MPLY WITH THE REQUIREMENTS Or SECTION R7103.713 AND TI-E FRECIUIREMENTS IN SECTIONS 12.1 AND 123 Or TMS 49>2/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN AC40FROANCE WITH SECTION IR7103.71J, ARTICLE 33C Or TMS 6021ACI 530.1/ASCE ro OR THE MANUFACTURER'S INSTRUCTIONS. - CLEARANCES - MINIMUM Or 4 INCHES ABOVE THE EARrJ4, MINIMUM Or 2 INCHES A50YE PAVED AREAS; Of MINIMUM OF 1/2 INC44 ABOVE EXTERIOR WALKING SURFACES THAT AIRE SUPPORTED BY T44E SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - A C;ORROSION-RESISTANT 8-CREED OR FLASHING OF A MINIMUM ODIIB-INC44 OR 26-GAGE GALVANIZED OR PLASTIC WITH A MINML41 VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM Or I INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALL� IN ACCORDANCE WITH SECTION R7014. - WATIER-RESISTIVE BARRIER - A WATER -RESISTIVE 13ARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION FZ7032 AND SHALL COMPLY WITH THE REQUIREMENTS Or SECTION R103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTAC44MENT FLANGE OF THE SCIRSEI OR FLASHING PROVIDED IN ACCORDANCE WIT14 SECTION R103.122. COMP Pool, TYP PER SIDE IF: SITE REQUIRES 5/4xb 154f;r3E W/ 5/4xI0 RAKEE TRIM CEDAR SHAKE SIPIN& 5/4x& FASCIA IOV CONT. 6UTTER 5/4x4 ININVOIN TRIM j 6" HORIZ. LAP J-L1 A/ 6" EXIM. 11L U 5/4x& CORNER TRIM LLL STONE VENEER ADHERED 2x6 P(/2x3 CHAMPEIRED CAE RECEIVED 76RAVE To SLOM A410oe CITY OF TUKWILA FROM FOUNDATION A MIN. Of' 6" P41THIN THE FIRST 101 NOV 14 2019 PERMIT CENTER z 4. z p REVIEWED FOF� CODE COMPLIANCE APPROVED APR 0 6 2020 CitY of Tukwila BUILDING DIVIsION 1. Contractor or builder must verity all dimensions before proceeding with construction, 2- This plan —, designed to be .rkalad throughout many municipalities, The purchaser must -rify com, nee with all local app= his building ad.. �he the here. is to be .—t—ted. 3. Purchaser should haw revi—d by atlic— builder and a —at— ured engineer for compli— ance to specific site con_ ditions. 4. These lam should net be alterelby other the. qualified designer, archi— tact. a, structural engineer. I Plan No. LS2-2825-3R HOUSE NU15ERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING EACKGIROUND FROM THE STREET FARDODNIRTEIMSUMALL ME MR 4' HIGH 4 A MR STROKE WIDTH Or 1/2' PER SEC. F?3MI Datc. , ool 2' L 18'x24 GABLE VENT (TYP �F 3) R16HT CLEVATION (NORTH) 1/4"=11-011 RECEIVED HOUSE NUMIBERS TO IBE VISUBLE 4 CITY OF TUKWILA LEG15LE WITH C;ONTP.4STNG EACXGROLM FROM THE STREET NOV i zi 2019 PRONT[Wa THE HOUSE. ADOFESS NUI'SER $HALL 5S Ml�l 41 HIGH 4t A MI�L STROKE Wlr>TH or PERMIT CENTER 1/2' MR SEC. R31S.1 Z ID lzl!! z Z:i REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder most rerify all dimensions before proceeding with construction, Z This plan — designed to be marketed throughout on pj�� &crani patlities. The ser 3��na "rify compliance with all local applicable building "d a �h— the home is to be constructed. 3. Purch-er h..ld he - plane —1—d by . R.— ensed builder and stmet— ural engineer far .mpli— ance to specific site C." diti- 4. Th... plane should not be altered by other than a qualified designer, archi— t.ct, or structural engineer. IPlan No: —1 LS2-2825-3R Date. 4-1-1-18 2 z Oil 0--4 W i, un :9 M W ... Z 4 (2/0XII./v X0 (2) rplo)(610 X0 x1v1111W11 2X6 W-O'CEILING WALL SINK 0W METAL FIREPLACE INSTALL PER i KITCHMN 91 SPECS. FRO1W eIDE 1 Sa IN. OUTSIDE AIR!L-- Im CFM ih FAMIL ROO 2 MEDIA V-O'CEILING CENTER- q2-4 . <M REPR 2x& WALL HIGH - IT WALL m I�Lj Mx 36. 4, -Q DESK qg W*i' BATH az2- 7/7 -7/777, 7 7777 7 1, %4% EFF FLW MAX 5TUA4R 7777,77,777, 777,77777 �4PJ TI;ZY 43A42 v ICLE IMPAC'.f\\�,,, a E.F. BARR 1%, MR SOLID C;ORE SELF CLOSING WOOD� OR 20 Mli R, UNDER STAI ABOVE R4S WA M OUNTED OOR RI I RLI I T. G 'WATER SYSTEM =RSY FACTOR - AC GUARDRAL MR IFr_ CTIO MR Rwaomt P.T &x6v L h\ labhL, - - - - - - - - - - - 0EN - - - - - - - - - - - - - - - - kE, 1161% ell 1 (SAli 11 76Z.9/0 FX 6 I USE 1/21 TYPE IXI GM ON ALL WARH I AND STRUCTURAL WALLS. (1) LAYERS I 101 COL. w/ 5/8'TYPE'WONCEILINGS. WRAP ALL EXPOSED POSTS AND SEAMS 1� 1\6 STONE 1/2, TYPE 1XI C.AUB 6/0 bhh\ VENEER x 8/0 O.H. OR (ADHERED) (TYP. OF 2) 16/0 x 0/0 O.H. OR LANDIN64 AT 'EXIT' D US INCHES FROM TOP or THRESHOLD. M311131) WHOLIE HOUSE VENTILATION:. INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. -REMR TO SWEET N-2 TABLE 1501330) 4 IW.33(2) FOR PAN SIZING AND RUN TIMES PUFFINACE TO WAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REOUIRED FRESH AIR EXCHANGE. UTILITY ROOM NOTESIMAKE UP AISP_-_ PER IRC G243t 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN T44M IBUILDIW4 CONSTRUCTION, T14E EQUIVALENT LENGWT Or T14E EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG, THE L45EL OR TAG SHALL BE LOCATED WITHIN Is, PEST Or T14E EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXWAUSTIWG MORE T44AN 200 CRI SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET 15 DESIGNED FOR THE INSTALLATION Or A CLOTHES DRYER, AN OPENING HAVING AN AREA Or NOT LESS THAN too Sa Ii FOR MAKE UP AIR SWALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OT14ER APPR. MEANS. E --:= too 804 INC44 TRANSFER GRILL I rA fAl 'NEW0r4vT&v - W 'N .Ilk _jz41;J, .0h, INTERIOR STAIRWAY ILLUMINATION PER SEC R"3_1 IRC INTERIOR STAIRMYS SHALL DIE FROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIFMIAY ILLUMINATION SHALL RECEIVE PRIMARY FOIIER FROM THE JBUILOING WIRW� THE LIC44T SOURCS SMALL 5E CAPABLE OF ILLU!"INATINSs TFMADS AND LANOW.4 TO LEVELS NOT LESS T44AN I FOOT-CANDLE MEASURED AT THE CENTER OF TFREADS 44D LANDW46. THEM SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONIROL THE LIGHT SOURCE U4FRE THE STAIMAY WAS SIX OR MORE RISMS. SXCEFTION: A SWITCH 16 NOT REOUNED WHERE FZMOTE, CENTRAL OR AUTOMATIC OONTROL OF LIGHTING 16 PROVIDED. EXTERIOR STAIfaAYS SHALL BE PROVIDED WIT14 AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDM OF THE STAIFRWAY. STAIRWAY ILLUIIINATION SHALL RECEIVE PRIMART' POWER FROM THE IBUILIOM WIRW� EXTERIOR STAIFRWAY6 PROVIDWs ACCESS TO A SASS'ISSIT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARrFICIAL LIGHT SoUsr= LOCATED AT THE BOTTOM LANCING OF: THE STAIPWAY. 3LUE IS AWS TRACER IfA1901.1 QRQ AT NON - WA R SERVICE 11PING MR UPC 604.13. MAIN FLOOR AREA UPPER FLOOR AREA TOTAL 6ARAISE a 1225 50. FT. 1600 90. FT. =5 eO. FT. 656 50. FT. GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST PAN% DRYER VENT$ AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4� PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MEC44ANICAL PENETRATION$. 5. ALL SHOWER WALLS TO BE WATERPROOFTO MINIMUM 12' ABOVE DRAIN. 6. SHOWERWEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTI-ER LAVATORY FAUCET$ TO BE LIMITED TO MAXIMUM 110 G.P.M FLOW. 1. ALL GLAZING WITHIN &O'A50VE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' Or FLOOR TO BE SAFETY GLASS Z. SMOKE ALAR41S - TO ISE INSTALLED PER SEC R314-3 IN THE FOLLOWING LOCATIONS. IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY Or THE DWELLIN6, INCLUDING 5ASM-ENTS AND V�D,�\\�,ALARMS TO BE HABITABLE ATTIC#-., az -T. HORIZONTALLY INSTALLED NOT.,WSS TH , 3 r OR , R. S TO INTERCONNECTED IN SUCH THAT TUATION OF ONE ALARM THE WILL L Or z Af IN THE MONOXIDE COMBO. ED CARBON MONOXIDE ALARM SHALL Zl'iTALED ON EAC44 FLOOR 4 OUTSIDE or �11 EACH SLEEPIW_% AREA IN THE IMMEDIATE VICINITY Or THE BEDROOMS. MR 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R403.53. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-S MR WSEC R4033.1. DUCT$ WITHIN A CCNCf;O-=TE SLAB OR IN THE GROUND SHALL BE INSULA17ED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE TI-E BUILDING. PER R303.52. 14. GAS PIPING IS TO = PROTECTED PER G241M. WHERE PIPING IS INSTALLED THROUG4414OLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO U41CH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH Or THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE Or THE FRAMW3 MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, 50TTOM TRACK TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EX1EN0 NOT LESS THAN 4 INCHES ABOVE T14E BOTTOM FRAMING MEMBER AND NOT LESS T14AN 4 INCHES BELOW THE TOP FRAMING MEMER. IS. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READ$ 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH MIS SEC M1502.4.5.1. T14E MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(l0broOmm) FROM THE 0"ECTION TO T14E TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH Or THE EXHAUST DUCT SHALL ME FMDUCED IN ACCORDANCE WITH THE TA13LE MIDMAS.I. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 15. CAVITIES WITHIN C4FNERS AND 14EADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAV Y WITH A TY IT MATERIAL HAVING A THERMAL RESISTANCE Or R-3 PER INCW MINIMUM PER 2015 WSEC TABLE PA02.411. 2)1q__�30 RECEIVED CITY OF TUKWILA NOV 14 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder m Ify bXt n all,dimemi ora7 proo ,c,,d g ilh ._t_.ti.. 2. This plain -a designed to be -rktd throughout manj municipalities. The p-. near must verify com mliance with all local .v'.'bl. building code. � a- the h.. is to be constructed. 3. P-h-ar should he - place i.wed by . li.- eased builder and struct- ural engineer for I ame to specific Xmp,1.1__ ditiens. 4. These plane should not be altered by other than a qualified , archi- toot, or a= engineer I Plan No: _J LS2-2825-3R Date: 4-11-le r'SI-01 'X.S1 0 r;,/Ox4 10 XO rolOx410 X0 EGRESS EGRESS �P) E P 1315=1P om a V-0"CEILING PLAYIWOM S'-O'CEILING V-0- CEILING a,-3. 4'-2- &'-2- !D V-2- 110V SAT 5'-O'CEIL. W1 110V at MON'_ NOW- ga\ 0"� UTIJ-1 S'-0* CEIL. 110v Ep. am so Crm CENEL— L__j SINK D W FLAT CEIL -:L 'A� \11911\11 ;41� 0131- 14 1\1� kle\\ I WALK-IN -0. So cr-m T TECH. DE W \\RE� A [LNG 110v I - - 110"o, : lk '\ '101 0_�_ P 2 2;101�� A 1. "�1-42' WALL w/CAI1 S.D. GUARDRAIL _j A -0 OPEN T 5MMEL ME -VIA ROOM h, 110\& 7P MA iTem EF. [i V SEIPROO 50 CFM V-0"CEILING Irmili" Vmm M x VAULTEIP CEILINC N BATH 8'-O'CEIL, SOAKING TUM 2/0>U 12' \\a\ HF, /orX CEILING �W j�WM 4/0x4/4P XO (2)2 /0 rx SG. cafth.-l- LO W-1 W/ 6' LLION EGRESS I 777-77 2/0> 12 FX IEGRESS 5/Ox4/6 XOX (3 EQUAL SECTIONS) =4/ 10 �X I TWZ (SEE E Ev.) 0 QIW-I- LL___�__ (SEE '- I=- " 61-3. P-4. 11-2. O.-v V-S' 4'-4- 4'-0' � 4'-O�� FaILITY ROOM NOTEWIAKE UP AIR, IRC G243S 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN T44M 5UILDIW4 CONSTRUCTION, T44E EQUIVALENT LENGHT Or THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LA5EL OR TAG. THE LA5EL OR TAG SHALL 5E LOCATED WITHIN 6 FEET Or THE EX44AUST DUCT 02-t-ECTION. 2. INSTALLATIONS EXHAUSTING MORE T44AN 200 OFM SHALL 5E PROVIDED WIT14 MAKE UP AIP_ WHERE A CLOSET 15 DESIGNED FOR THE INSTALLATION Or A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SO. INCHES FOR MAKE UP AIR SHALL 5E PROVIDED IN T44E CLOSET ENCLOSURE, OR MAKE UP AIR SHALL 5E PROVIDED BY OTHER APPR MEANS. E Dm= :i - 100 SO INC44 TKANSFEIR, GRILL -01% RECEIVED CITY OF TUKWILA NOV 14 2019 PERMIT CENTER 01 � Z ZIN REVIEWED FOR CODE CONIPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder to bxt ve an dimensi.. ,.,a P%y c..di,g vdth .._t_.ti_ 2. This plan — designed to be me k1led through — many regicip.li'l... The purchaser must verify compliance with all local applicable b ding codes �iarc the h�ja is to be constructed. 3. Purcla.er should h— plane revieved by a lic- ensed builder and struct- ural engineer for compli- ... a to specific site con- ditions. 4 ' These plane should not be .1tred by other than qualified designer, archi- tect or structural engineer. I Plan No: 71 LS2-2825-3R F7j;;7 4-11-18 FOOTING INSPECTION (RE: Geotech report prepared for this site.) over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an in s pection report prepared and signed by the Geotech engineer� Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction Geotech engineers report I be presented t the building inspector at time OT TOuting inspect ,s,, Aoo�, _j FOUNDATION VENTS AS REO'D 551-01 4' THICK CONC.SLA5 OVER GRAVEL FILL 0 4 5ARS IS- Oj:;� � �A TYPICAL cs�Awisf�Ar, a I&I Ftas A : r V �11_ 5,4�RIE R 'Wr. 01 1PA4S LAP L I lu!c E - (L -A 4jj 41� 'T �'A' 1 1 5'T4f '-4f 1 5 '-41 1 r A )4X ER CONT. RIM JOIST Y,� Jig 3'-- 4' _1,�' 3," 2% Ij- T4- i Ail, - X AN-, 1-11:4 —L Awlix s'- !it 7J77-- ap KOUT FO R THICK, r r SLA5 , 0 R ��4 e C ASE YP) :0T 4 CTI 4 CM- 24' Ii 8 :)IA 'x24 DAC L r*l jai' \5 GRAVEL FILL 21 g� LOOP F- 3rP'x3&'x12' CONCRETE FTG� W1 4-0 4 5ARS EACHI jt_C_ POST BASE L _j X 8 CR M At C II, 7, 4- CONC. SLA5 W/ X & MIL. VAPOR 5ARRiER OVER 4' COMPACT $AND N2 4', 3 41 ioa\\�\ qm �M L5,, M, 'Sw AND C*FP�AVIEL 5ASE $Lon 3. To DOORS j N I 40-61 A Il_ -2 _M — , - i I ! I '> I ;. 42'x42'xI2' CX-)NCRETE FTG. W1 5-0 4 5ARS EAC44 WAY s kha 04 5ARS Is, O.C. T 'C J AL 4 TTICK CONC.SLAB OVER F— r.RAvEL__PILL RD. Ir —1) 4x4 P.T. POST THICKENED ECCIE w/ 241x24Ix8i1 CONC. PAD EM. R �Qf).A,t OF 2) 111-101 31-10, 101-01 101-01 51-0. 6._01 r,4__� FOUND,4TION 4T f-,4T10 \1� NTS 4' CONC. SLA5 PREVENT WOOD TO CONC:. C:ONTACT LU/ CONT. FLASHING OR APPROVED MEMRANE STU5 04 5ARS INTO C:ONr—. SLA5 6 15' O.C, FQUNI;�ATION PLAN IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. MA I FOUNDATION NOTES: 1. ALL FOOTIN635 TO 5EAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE To IBE PRESSURE TREATED. S. ALL 15SAMS TO 5E 4xI0 PFL 02 ON 4x4 110STS (4xro AT SPLICES) ON 241 DIA x O'CONC, PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO 5E ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID ISLOCK AT ALL POINT LOADS FROM A5OVE ro. FLOOR JOISTS SHOULD 15E SU D LATERALLY AT EAC44 END AND AT EACH SUPPORT, 15Y SOLID MLOCKIW4 OR 13y ANOTHER APPROVED METHOD. 1. PROVIDE MNIMUI'l 15'-24' CRAWL ACCESS. -CRAWL ACCESS HATC-14ES OR DOOR$ 844ALL 5E WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. a. PROVIDE CRAILL SPACE VENTILATION PER IRC SECTION R40S. +OUNDATION VENTS -044ALL ISE PLACED 50 TWAT THE TOP Or THE VENT IS 5ELOW THE LOWER SURFACE Or THE FLOOR INSULATION. SE SLOPED TO DRAIN AND INSURE THE RIEMOVAL Or WATER IC.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMRANE. it. mir-ATEs'SIMPSON' HOLDDOWN. 12. am sHEARwALL SCHEDULE FOR ANCHOR IBOLT SIZE 4 SPACIW G (SHT 61.0). NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of Y2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) RECEIVED CITY OF TUKWILA NOV 14 2019 PERMIT CENTER CAI z z4z REVIE�,,VED'�OR CODE COMPLIZCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder In bXt all dimensions orem P%y a 11h 2. This ple. "s designed to be marketed throughout many munkipalitles. The p—hn..r —1 -rify -ph —a �ith .11 1 ... I applftmble building and a where the home is to be evastru.t,ed. 3.Zchaser should hava PI revid by a lic— eased builder and struct— ural engineer for oompli— ance to -pa-ifi. sit. ditions. 4 Id b a "�tt t e =dplb, �'r hft qualified designer, areld— feet, or structural engineer. I Plan No: j LS2-2825-3R F Datv. 4-11-1a 9" H 11111hk I 2XI2 OOR\40IST 11\4 JOIST Iro or"�U" 2XI2 FLOOR JOIST t"q 1 1 JOIST 0 12' O.C. UN.O. by.6 P.T. '101k 1"IF", W1 C4CQ CAP CMQ BASE E\ ii"111hok KIN&& i I 1111k iilp T. 1, Ir Imak L5 3?2 x 12 GLI3 — — UFFER FLOOR FRAMIN6 PLAN FRAMING NOTES: 1. ALL MULTIPLE JOIST$ OR BEAMS MUST BE BOTH GLUED AND NAILED W/Sd NAILS 0 24' Or— NAILED TOP 4 50TTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4X6 OF 02, UNLESS NOTED OTHERWISE. HEADERS AT r=XrERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOIST$ SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER AF401WVED METHOD. 5. MSTC 40 STRAPS PER STf�UCTUIQAL, UNLESS NOTED OTI-ERWISE 6. REFER TO SHEAR WALL SCHEDULE. NOTE- IFASTIENERS FOR TREATED WOOD TO BE HOT-DIPPIED GALVANIZED, STAINLESS STEEL, SILICONE, 5FCNZE OR CIOPPER. 01 AWN I . W=4 I CA- M^1 = t-10 RIO'P INWL.ATION ; EXTMIOR OF KALL SHADW A �X HEADMIR KINO STUD EXTERIOR PLYA000 TRImmm CD / Fo--6z(j STUD NOTC44ING AND 15ORNG RECEIVED - BEARING OR EXTERIOR WALL CITY OF TUKWILA NOTCH 2S%, BORW3 40%. - 60% BORING Ir DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. NOV 14 2019 - NON-5EARW-i MAXIMUM NOTCH 4096, BORING 60%. PERMIT CENTER - HOLES NO CLOSER THAN 5/8 NC44 TO FACE Or STUD. '04, Z st Z!� Z�: 4!� RE IE' iED F R COD WIPLI NCE P VE I APR 06 2020 CitY of Tukwila BUILDING DIVIsION 1. C..t-.tr or builder must verify all dimensions before proceeding with const—tion. 2. This plan —a designed to be xnarketed throughout easny raunicipalities. Th pr1i"" ""t "rify o mplian.. with .11 11 .pplie.bl. b di. eod a where the =e igs to be constructed. 3. Purch ... r should he - plane reviewed by a He — .need builder and st—.t— ural engineer for compli— an.. to penifi. R. a— ditions. 4. These plane should not be altered by other than a qualified designer. arehl— tect, or structural engineer I Plan No: LS2-2825-3R Date: 4-11-18 LSTA30 - HOR 4 SILL A ROOF FRAMIN6 PLAN 1/411=11.011 t-10 RISI17 INSULATION ; EXTIERIO or y"" SHADW AW W HEADER KIN& STUO EXTERIOR ILlrAO00 TRIMMM HEAZ�ERAN5ULATIQN r;)ETAIL NTS ...... ...... ULATION5 4 RE ROOF SPAM W MOM T,�M' 3- BEL RVCiE OR 14ri-EST POW) WITH TIE BALANCE OF REQUIRED ZMIILAIII�" rTWY[U— tT WtPJ ENCLOSED RZ;ZLOSED RAIFTER SPACES FOR UeRE CEILWaS AqS APPLIED MY TO TIE UNDERSIDE OF ROM RAFTERS 614ALL 14AVE CRM VENTILATION OF EAC14 SEPARATE E BY VENTILATM OPIENW-eo PROTECTED AGAINST T�E ENTRANCE OF PAN OR SNOW. ILATM OMWsS SRALL BE PROVIDED WIN CORROSION RESISTANT WIRE M614, WIN I/VMR 41/4'MAX �<g IF VENTS ARE INSTALLED INSULATION SRALL Not OBSTRUCT TIE FREE FLOW OF AIR (MR I'SPACE BETWEEN NWLATION AND ROOF %EAT14M * VENT LOCATION. 5AFFLWs OF THE VENT OPSNN56 SHALL BE INSTALLED SAFFLES SI-IALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOJLD BE INSTALLED PROM T�E TOP OF T�E OUTSIDE OF T�E E)<TMOR WALL, DaMM INWARD, TO A PONT VVERTICALLY ABOVE T�E �ErGW OF NON -COMPRESSED INSULATION, 4 12- VERTICALLY A50VE LOOSE FILL INSULATION. (ALL CALCULATIM WILL BE NET FREE AREA) SEE SHEET N2 FOR ROOF VENTILATION CALCULATION5 AND LOCATION5 R!?O; OVERFRAME NOTES: le ftC;XWd3 t RAFTERS %IAL- BE FR41W TO 2X RIDOE 50AFO MR PLo*L RIIXGE BOARD SI-Al-L NOT BE LESS IN DEPTI-I THAN Tie CUT END OF T�E RAFTER. AT ALL VALLEYS AND 141PS T14EM WALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH TRM THE CUT DO OF TW RAFTER (RILL COVERAGE AT RIDW, HIM AND VALLEYS) ROOF FRAMING NOTES: I ALL HEADER5 TO BE 4xS OF 42 LNLESS NOTED OTHEIRWIW- W�ADERS AT EXTERIOR WALLS 4 WARM WALL$ TO BE INSULATED W/ R-10 RAID NSULATION 2. ALL OTWR TF444MO- SHALL CARRY MANUFACTURERS $TAM WALL 14AVE DESIdN DETAILS AND SPEC- IFICATI" ON SITE FOR FRAME N8PECTICK S4ALL BE INSTALLED AND BRACED I -ER MANUFACTUIRERS SPECIFICATIONS. 3. NO T144M SHALL BE FIELD -MODIFIED WIT40UT PRIOR CONSENT OF nE TFAM ENSaINEER AND THE BUILDNSj DEPARRIENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22W'PER IRC SEC Sri - ACCE6614ATCHES OR DOM $HALL BE WEATI-MTRI AND INSULATED TO A LEVEL EGIUIVALENT TO THE INSULATION 04 nE StRRXNDN3 WACES S. PROVIDE ATTIC VENTILATION PER IRC SECTION ROM. ALL FRAMN33 TO COMPLY WITH IRC SECTION RM. 6 NO EAVE VENT OR &AME VENTS ARE A -LOUD ON WALL$ UeRE T14E ROOF OVERIUNG IS 5'OR CLOSER TO TW PROPERTY LINES PER 2012 IRC, TABLE 3=00). <1 RMI R TO SHEAR WALL scHEr.>. STUD NOTC44ING RECEIVED NOTE- - SEARING OR EXMRIOR WALL CITY OF TUKWILA FASTENERS FOR TREATED NOTC-44 25%,50RIW-i 40%. WOOD TO ISE HOT-DIFIFED - 60% WRING IF DOUIBLED 4 NOV 2019 GALVANIZED, STAINLESS LESS OR EQUAL &=IESSIVE STUDS. 14 STEEL, SILICIONE , IBRONZE - NON-15EARING MAXIMLTI NOTCH OR 001"PER 40%, MORWx 69M. PERMIT CENTER z Z14 4!;� REVIEWED FOR CODE COMiPLIANCE APPROVED APR 0 6 2020 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify .11 dimensions before proceeding with .o-t—.ti- 2. This plan —, designed to be mark.." .say no—Icip.liti— The purchaser most "rify com ujIllance vith all local ap ' �bj we— Is b ding cod a a- the h! 3 to be construe ad. Purchaser should how reviewed sb sill — builder n� . roct— oral engineer for compli— ance to specific site can— ditions. d —I a be Infled designer, ar�hi— tl` or structural engmeer. I Plan No: LS2-2825-3R Date: 4-11-le - 14OLES NO r-LOSER THAN 5/a INIC44 TO PACE Or STUD. 2x6 #2 DF STUDS a IS' O�C. ATTACH STUDS TO TOP 4 50TTOM PLATE WITH (3)16d FRAMING NAILS, CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED WORIZ. AT THE TOP Or THE GYPSUM WALL ASSEI"IBLY AND THE 130TTOM PLA A SINGLE STUD. INSTALL 2x6 WOOD STUr WORIZ AS CROSS -BRACING POSITIONED MID -WEIGHT OF THE WALL. %'TYM 'X'GM APPLIED VERTICALLY W/ HORIZONTAL JOINTS MOCKED AND FASTENED W/bd CEMENT COATED 11W CUP-WEAD DRYWALL NAILS WhIMI15' SHAW, DIA 4 l/V HEAD DIA SPACED 8' OZ. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED WIM COATS Or GYPSUM COMPOLND. A MIN. 2' PAPER PLASTIC OR FIBERGLASS TAM MUST BE EMBEDDED IN FIRST LAYER OF COLIMPOUND OVER WALLBOARD JOINT$. SOLID TIGHT FITTING TWSS BLOCKING (SEE DETAIL THIS SWEET FOR EAVE VENTWS) 2xS FASCIA BOARD *J(&' LPG PLAM8151-or-Ko rise-PwEo 065 SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE Or WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/WORVONTAI_ JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACNG T14E OUTSIDE 4 MUST BE ATTACHED To THE STUt:>S WA161 Sci COMMON NAILS SPACED ro' OZ. AROUND PERIMETER 4 12' C.0 IN THE FIELD. S1/2 - THICK NOMINAL 3 PCF DENSITY UNrACED MINERAL P15ER BATT INSULATION FRICTION PIT BETWEEN TI-IE WOOD STUDS, CROSS-SRACWG 4 TOPABOTTOM PLATE$. WEATHER IBA14ZRIER FASTENED OVER THE SHEATHING USING SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERIWa: 1. F15ER CEMENT 50AFRD 2. TI-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) S. STEEL SIDING DESIGN. (ICC-ES REPORT - ESIR-1365) WALL TYPE 43.4 - 1 HR EXTERIOR WALL ASSEMBLY NO 0( FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302J2 1. IN CONCEALED SPACES OF; STUP WALL$ AND PARTITIONS, INCLUDING PUFOMO SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS - A VERtICALLY AT THE CEILIN63 4 FLOOR LEVELS 5. HORIZONTALLY AT INTERVALS NOT EXCEEDING 101-01 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND 50TTOM Or THE FWN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPRDVED MATERIAL To Fek-sisf THE FAR PASSAGE Or FLAME AND PRODUCTS Or COMBUSTION. EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IFW-' 302 4 TAIBLE R302.1 I HCUF"'; r-IRE-r"I"'RIES1571VE 1;)ETAIL5 STUP NOTCHING AND PORING - MEARING OR EXTERIOR WALL NOTCH 2S%, BORING 4M - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESINVE STUDS. - NON-5EARIW. MAXIMUM NOTC44 40%, BORING 60%. - HOLES No CLOSER THAN S/S INC14 TO FACE OF STUD. 1-: ': 21 3: TIGHTLINE FOUNDATION DRAIN- 4' DIA FEW. PIPE MA GRAVEL FILL WRAP W/ FILTER FABRIC C4XIPOSITION ROOF W1 300 INTERIWVEN FELT ON 1/2'24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. gg ROOF DRIP EDGES PER PROVIDE DRIP :E2:_ 41 A LE,# W/ A MItL 2' OVS P. 110 11,11 � " r 2x SCRE Es EAC - PPROVED rON 5AFrLE O'ENSLIRE AIR SPACE. TYPICAL EXTERIOR WALL (2)2x& TOP M 2xCp STUDS 0 Irv' O.C. 112' SHTG (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING MR ELEVATION R-21 INSULATION W1 cONT. VAPOR BARRIER (WARM SIDE) GRADE NOOK I L_ I FLOOR COl-, 3/4' T4G PLYWOO (SEE FRAMI, 1, 'SIZE A W/ IN 3ro I STAIR NOTES: MIN. roxro PT POST FER IRG' FSILI STRIWAM TO BE rIRE BLOCKED AT ISOM TOP AND 00170111. ALL USAME SPACE UNDER STAIRS TO OR I M" 4SM4SRE SMALL 0"IRLICTIOR NOT PAW TMP.CW.M YA'LP*FLA-E5LocK6FiRE-RATEo DSM SWEATWItIG OR %' TYPE 'X'GtL5 SHEATHING 51DING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES LESS T14AN V FROM PROPERTY LINE AMID ROOF VENTS (50 Sa IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2xS FASCIA BOARD 2x STUDS PER PLAN 'J(6' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-O'Or PROPERTY LINE PER IRC 302 4 TABLE R302.1 12 ill �n_ , I I, 7\�\1i\o-, zzr_z�' 314- T4G PLYWOOD SU5-FLR. (.�EGLIJEI:> 4 NAILED TO FRAMING PLAN FOR sizE AND aarAaNG) KITC.HEN MAXIMIM RISE TO BE 14/4. MNIMLM RIN TO BE V. MNIMLIM MEAD �0314T To BE MNrW STAIR WIDTM TO BE 36. FRWDE CCNtMM "0 RAIL 34'TO W OFF TREAD NOSING. AND t'WT EXMID WYONO 507TOM TREAD. FIRCrADE GUARD RAILS AT I-AbOWsS, OM GIDED WIALKM INAWACE, STAIRS, RAMPS, POMCWA, OR BALCONIES MR 36* HIGH W CLEAR SPAM MR MUM AND R31712 WACCWJF PORTION CF "ORAIL SMALL BE WT LESS I 1/4'NOR MORE IMM 2' 114 CROW SECTIONAL DIM WNDWS TREADS rER IRC RSIL1S2J SPRAL STAIRS FRDVIDE MN 1112' RIN 0 A PONT 12' FRCM IIIHERE TREAD 15 NARROXOT PER IRC_ IUILIZI OCUr. HANDRAIL 34'-38' ABOVE TREAD NOSW� PICKETS , El- IRC ON OPEN SIDE 11 f-r Mi F.T. 2Xt2 r TREADS TO STRfw��4f 6_1061 MIR WPM 14L A"C MANUF Tf;WSSES 24'0,C�> SEE ROOF FRAMING PLAN R-49t INSULATION DOOR TO UTILITY t CLG 0 24' MAIVRAILS ULL ISE RETIAM60 OR OKA" TERMNATE IN NMEL POST OR SAFETY TEWKALS MR IRC ASIOW ALL W-211RED GIARDPAILSTO BE 36* MK IN NEkBMT. OPENNGS f;CR REQ11RED (141ARDS ON THE SIDES OF STAN TREADS SMALL NOT ALLM A SPRIM 41400 (02W To PASS T140X" "RIMM13 ,N'MAX 6. SPHMM LINABLE TO PASS IVROUCH4 OM ISMOW STAIR NOTALL tV WO - cEILM, Am uw.LS (3) 2XI2 eIRINGERS PIM 131,02*4 * MO-WA4 *0 N 6111D UAI I ALad A?V 14 LM UM 5100M F AW.A LIOW '-2. THIRLIST "LOOK SIAM IS afmaw INTERIOR DECK JOISTS PUR FLAN DEL JOT "12 Mn- RAWiEft AT EA STIRW_-ER _3-2xa r.T.Sr*4C*-" OR a STAIR DETAIL AND NOTES ATTIC VENTILATION AT LEAST 40% 4 NOT MORE T14AN r20% or- REQUIRED VENTS SHALL BE IN UPPER POIRTION Or VENTILATED ROOF SPACE (NO MORE THAN 3'MELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED 15Y EAVE VENTING. BEAM PER UII! FLOOR FW* PLAN CLOSE NO rT M-96 INSULATION GRADE 6 MIL ASQUEEN VAPOR 1XI CMAINLSPACer: H16H DENSITY BARRIER T14ROJGHOUT CRAILLSFACE. CRAWLSPACM LAP SPLICES 12' MIN. j ACCESS RECEIVED CITY OF TUKWILA NOV 14 2019 PERMIT CENTER Z con :9.,A z A z z -g4 h-c �_4 N2 REVIE)fk,'E:D i,_-� CODE COhiiPLIANCE APPROVED APR 06 2020 City of Tukwifa BUILDING DIVISION .3 2. This plan a designed t b. mark.t7 a d throughout ma% municipalities. The parch ... r must verify ..mpli—.. vdth .11 local =able building cod a the home I. to be constructed. 3. Purchaser should have plane —i—d b . li.- ansed builder % t-.t- ural engineer for compli- ance to specific site con- ditions. 4 ' These plane should not be altered by other than a qualified ar�hi- teo� or s=.ngmeer I Plan Nw. LS2-2825-3R FDate., 4-11-18 rjJrAl 'q 7.111 ''i I N ,,_ _% 7 N W* . LE W.311u- UZI ELrEr—TRICAL K17=Y- OVERI-EAD CAN OUTLET g "iri - 11 Z i ;;�� ... � � g -FE-0,01Z 1 ��: INTERIOR STAIRII SEC R303.1 IRC, INTERIOR STAIRWAYS UL" V=X WITH AN ARTIFICIAL LIG44T SMIRCE TO ILLUMINATE THE LANDING36 AND TREADS. STAIRWAY ILLUMINATION $HALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING� THE LIG"T S0U!;!CE SHALL BE CAPASLE Or ILLUMINATING TREADS AND LANDINGS$ TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER or TREADS AND LANDINGiS. THERE SHALL CE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL T14E LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISER& N, A SWITCH 16 NOT REQ.11RED, WHERE REMOTE, OR AUTOMATIC CONTROL OF LIC-44TNG 16 PROVIDED. EXTERIOR STAIRWAY ILLLIMN 3 A I Rr_ EXTERIOR STAIRWAYS SHALL BE %9�99 T�TARTIFICIAL LIG44T S=RCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLL41NATION SHALL RECEIVE PRIMARY POWER PROM THE BUILDM WIRW� EXTERIOR STAIRWAYS PROv ONG ACCESS To A EASEMENT PROM THE OUTDOOR CIOMO. EX:T. FAN GRADE LEVEL SHALL 5E PROVIDED WITH AN ARTIFICIAL LIGHT (VTOS) 4 LIGHT Cl SCURCIF LOCATED AT THE 13OTTOM LANDING Or THE STAIRWAY. COM50 SMOKE ALARM- CAR5M MONO. DIET. Ito M 5A PATTERY CASLE T.V. JACK PHONE v RECEIVED UNDER COUNTER CITY OF TUKWILA LIG144TS GAS OUTLET NOV 14 2019 HOSE 5155 =+ PERMIT CENTER EX71% FAN VTOS -0), I I Z 00 z zi! RLVIEV�JLL) r-A CODE COMPLIANCE APP'NOVED APR 0 6 2029 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before pro ... ding �ith constructi— t - plan ". dr.ig—d to be marl�cted 'hme"g..t many municip:11ti-if The purchaser ne t verfy a . X omplian' th all local .ppli—ble b di%g code. �hsra the h��. to be constructed. 3. Purchoser should have plane revi—d by a lic— ensed builder and struct— ural eZgineer for compli— once 'p-ifi. site a.— ditic- 4. Thesailans should act be alters by other than a qualified designer, are tect, or structural engi=.r. I Plan No: LS2-2825-3R Date: 4-11-18 ALL CONSTRUCTION $HALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (15C), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOAD& ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD 25 PSF (SNOW) IS PSF 40 PS�: (RESIDENTIAL) 10 PSF WIND BASIC WINE) SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY 11, EXPOSURE 5, K� -- 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D 66 15 - IBC FIGURE 16133(l) 6cs ID, Ig cm ID, R=65 C, 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDNANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOIL$ ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF 5EARIN63 CAPACITY (ASSUMED). E30TTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'4" BELOW OUTSIDE FINISHED GRADE. 5ACKF-ILL WALLS WITH A WELL DRAININ63 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 EDITIOR MATERIALS 614ALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES U41CH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM FIc -- 30M P51 WITH 5.6 SACKS OF CEMENT PER CU51C YAf;V OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER % 15 SACK OF CEMENT. ALL CONCRETE 5HALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% tl.5% 15Y VOLUME. MAXIMUM SIZE OF AGGREGATE 15 11/2". ALL CONCRfTE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRICTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/8UPPLIER15 DELIVERY OR 15ATC14 TICKET To BE ON JOB SITE FOR BUILDING NSPECTOR VERIFICATION. REINFORCING FEEL: ALL nINFORCING STEEL SHALL BE MINIMUM GRADE ( .0 (N ( .0000 1-61) DEFORMED BARS IN ACCORDANCE WITH AM SPECIFICATION A-615. LAP ALL SPLICES 32 DAR DIAMETERS OR 1'40" MINIMUM UNLESS OTHIEWISE SHOWN. PROVIDE EL50W BARS (32 DIA.) TO LAP HORIZONTAL MEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALL$. RIENF-ORCEMENT $HALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES 11/211 EXPOSED TO WEATHER OR EARTH 11/2" 06 AND SMALLER) 2" (% AND LAR3ER) FOOTING BARS 311 TIM5r:R: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DM OR BETTER POSTS DF12 OR BETTER 2x FRAMING HFn OR BETTER ALL 2x TIMBER 6HALL BE KILN DRIED. ALL GRADES SMALL CONFORM TO `WWPA GRADING RILES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL 13E PRES$UI;RE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED 14OLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MIN" b" CLEAR 13ETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NALS $WALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD $HALL BE OF HOT -DIPPED ZNC-COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION ler— 2304.10.5. ALL MINIMUM NAILING SHALL BE PER 15C TABLE 2304.10.1 UND. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS 5EARM AGAINST WOOD 614ALL 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 IBEAMS (GL5) TO 15E IN ACCORDANCE WITH ANSIIAITC STANDARD AIW.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 24M MI) FOR SIMPLE SPANS AND 24F-V& FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS $HALL BE CAMBERED ON A 35W'RADIUS URO. GLUE $HALL BE CA6EN WITH MOLE) INHIBITOR. UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. 50TTOM LAMINATION To BE FREE OF UNSOUND KNOTS LAR3ER THAN 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PRIEFABRICATED JOIST& JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRJ56 JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND T14E MANUFACTURERS DRAWINGS AND INSTALLATION INSTRICTIONS. WNSTRUCTICN LOAD$ BEYOND THE DESIGN LOAD$ An NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOAD$ FROM A50VE AND WE5 STIFFENERS PER MANUFACTURERS DIRECTIONS. JOIST HAW4R6 TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUM5ER (LVL)-. LAMINATED VENEER LUMBER (LVL) TO BE BY TRJSS JOIST UJEYER14AEUSER (MICROLAM - Fb m 2foOO F-51, E - IS00000 PSR MATERIAL SHALL 13E DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORT14 IN NER-481 OR CCMC REPORT NO. 0e615-R, BEARING LENGTH SHALL NOT BE LE65 THAN 11/2 ". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGGINEER, 14EEL CUTS SHALL NOT OVERHANG IN51DE FACE OF SUF`PORTNG MEMBER IBEARING LUALL FRAMING: ALL DOOR AND WINDOW 14EADERS NOT CALLED OUT OR OTHERUJ15E NOTED ON THE PLANS SHALL BE 48 M WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENING$ MORE THAN 5'-0' WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLAsIS $HALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH I(ods 1211 O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MNIMUM 48" AND NAIL WITH Ibd 6 8" O�C. SHEAR WALLS: ALL SHEAR WALL SHEATHING "LNG AND ANCHOR15 SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (2411b) WITH A MINIMUM pMEL EDGE RAILING OF Od a 6" O.C. UNLESS NOTED OTHERWISE. ALL 514EAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE- I REATED WOOD SHALL BE OF HOT-DIPFED ZNC-COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGE& DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBEIR115 FACE -NAILED WITH I(od 6 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CO"CTORS TO THE TOP PLATE AT EAC14 END WHEN THE HEADER INTEMPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR URO. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMEI;rD SHALL BE FREE OF SPLITS, CHECKS, AND $WAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UND. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOAC* FROM ABOVE. APPLY 3/4" RATED SHEATHNG (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WIT14 8d COMMON OR GALVANIZED BOX NAILS AT b" O.C. AT ALL SUPPORTED EDGES AND 9d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 112" RATED SHEAT14NG (24/16) ON ROOF NAILED TO STIFFENI�F;6 OR RAFTER5 WITH 8d COMMON OR GALVANIZED BOX NAILS AT b" O.C. AT SUPPORTED EDGES AND ed C"ON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORT$. LAY SHEATHING FEWENIDICULAR TO FRAMING AND STAGGER PANEL EDGE5. FLOOR AND ROOF TRUS51ES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. T14E TRJS6 CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUFERVISION OF A PROFESSIONAL ENGINEER LICENSED IN T14E STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WOW OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TFUS6 PLACEMENT PLAN AND TFJJSS DE61GN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR T14E QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTOR$ SHALL BE [CC APPROVED AND LOAD$ SHALL BE IN ACCORDANCE WITH THE RECOMMENIDED ALLOWABLE LOADS. MANUFACTURER 6WALL PROVIDE ALL TRUSS-TO-TRM CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRJS6 LENGTH$ PRIOR TO FABRICATION. TRJSSESSWALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STA51LITY IN ACCORDANCE WITH T14E CONSTRUCTION DRAWINGS AND INDIVIDUAL TRJSS DRAWINGS. GENERAL CON5TRUCTION NOTE5: ALL CONSTRUCTION SHALL COWOF41 TO THE INTERNATIONAL BUILDING CODE f 15C), 2015 EDITION. THE CONTRACTOR SHALL BE IRESPONS115LE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIIeD TO PERFORM THE SPECIFIED WOM THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPMSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIR:ENER5 HAVE BEEN INSTALLED. THE CONTRACTOR $HALL COORDINATE WITH T14E BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTINS. DO NOT SCALE DIR.411JING6. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT $1-IOUR VARIATIONS AND MODIFICATIONS TO WOW SHOUN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL 5CHEIDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR 5OLTS (3) REMARK5 (4, rp) 1/2 it CDX Ed 0 (01, O.C. %it is (001, O.C. Oall 230 PLF OR 065 1/211 r ,DX ed a 411 O.C. Nall 113211 O.C. Qall 350 PLF OR 055 1/211 CDX ed a 31, Or— 161, O.C. Oall 460 PLF OR OSB USE 3x MDS AT ABUTTING; PANEL EDaS 4 SEE DETAIL 12 / s2z FOR CONSTRUCTION STAGGER NAILS NOTES 1) ALL WALLS DESIGNATED" �>" ARE SHEAR WA�Ls, EXTERIOR WALLS SHALL BE SHEATWED WITH RATED SHEATHING (24/0) 40 NAILED AT ALL PANEL EDGE$ (BLOCKED) PER SCHEDULE. NAILING AT TI-11 PANELS SHALL BE THRO14H EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. RAILING NOT CALLED OUT SWALL BE PER 15C TABLE 2304.101 NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FR4MIWj HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALL$ $HALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 1211 NOR LESS THAN 5" FROM EAC44 END OF EAC14 PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCI;�ETE. WASHERS TO BE 3" x 3" X`/4" PER IBC SECTION 2305-32 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH A57M AIS3. 4) ALLOWABLE LOADS ARE PERMITTED TO BE NCnASED 4Mo FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 2306.3. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH Ibd is 12" O.C. STAGGERED. LOTA30 - HDR 4 SILL TO 3x IBLOCKWA (TYP. 2 PLACES) x LSTAI - LSTAW - MDR 4 BILL I TO 3x BLOCKING2v I — 1-104.2 PLACES) �LZ74 (TYP, 2 PLACES' n=mW1ym11W_5vA X_!&_Lvt� mmo - EeAttT Ntwo - BE TO TOP PLAlE TO TOP PL MAIN FLOOR A - 1)25 50 FT F1 U A b3b 60 FT x i�s �a�_ N;1 ZD-V 1�14 &;11 L&TAW - IOR 4 BILL -TO 3x OLOCKM (nP. 2 PLACES) ffrP. CP 2) V WALL 4 2 MAX =NtHk LIS FrCl. REW-ORCEMERt MLIMIJM rl-'\ STEPPED FOOTING DETAIL \�P�tv WAZ -41 - 11-V N51.1 R 1161H m 0�1 S�EANWs 4 NAILINGs PER FLAX SPLICE TO OC=R ON COMn%N MEMBER OR BLOCKING VrEATRING 4 NAILINGs PER MAK MATN WALL ABOVE UND. 0 16, Ojc. SOLE 61E NAILM --'/4" SUEFLOOR (3) ad JOIST -TO -TOP FLAIE UND. MAINTAIN MR ItV M DISTANCE. 2 x 6 STIV a IS" OL. USE D5L 61W a WS OF SW_AR WALLS 4 NOLDO". 2x NAILER AND Ft SILL wt %'# MAX _ANCI4OR BOLT 4 3' x 3' X V41 WASHER AT V-0' O.C. UND. (ALT, MASA a 481 O.CJ I -STHP TYPE HOLD= PER FLAK —P4 13AR 10' �IORIZ 21' 41-IBAR IS* or- - YERt. MAI" Kx 1. FNI%4 GRADE MN 04 MAR CONtHZW MNI (TYIP OF 2) 'U1 t CRIPPI�15 WALL WITIH 5ACKFILL FOUNDATION _2 eW�/ REVIEVVFL, r'k _j CODE =viPLIA�ICE APPROVED APR 0 6 2020 City of Tukwila I BUILDING DIVISION I LU �i Z U_ Ul 0 a VA \1 "" 0 C-1 <1 _j _30— co a 9 I co 91,0 rA CQ cq Z A 0 �3 LLI z LLI 0 1/2" RATED SHEATHING-\ 8d 6 (oil O.C. SHEATHING 4 NAILING PER NOTE: NOTE; (411 Oc. e SIM) SEE ARCH FOR FLASHING 1/2" RATED SHEAT14M w/ ,UL,* PLAN OR SCHEDULE. REQUIREMENT6. 8d a 411 OL. To FRAMING TRILISS TO DEVELOP ed 0 4" OL. �A 1/2" RATED 614EATHNG HI FRAMING ANCHOR EACH TRUSS. USE H10-2 I I ROOF SHEATHING 2x BLOCKING TRUSS PER PLAN ji U_ AT D5L TRUSS. GABLE END TRUSS.-\, PER PLAII-\ 015L 2x TOP PLATE. (Oil O.C. ed 0 61, O.C. I (BEAM AT SIM) Lu A3DIS 48" O.C. 2x VENTED BLOCKING. .6 TRUSS PER PLAN DeL 2x TOP PLATE. LAP SPLICE 4'-0" MR 4 NAIL W/ W (USE 24" OL. AT SIM) 2x BRACE PER TRW SUPPLIER OR a 4811 Oc. SECUI;ZE wl 2x STUD \-CONNECTOR STRAP PER FLAK . I ... . . .... END NAIL TO TRDS EACH END w/ (2) 8d. D5L 2x TOP PLATE. LAP DEIL' SPLICE 4'-0" MIK 4 NAIL SPL I(od a (oil O.C. STAGGERED. A34 EAC44 END. TRJ66 OR R4MR PER PLAN NOTE: SHEATHING AND "LNG PER_/ w W 0 Ir / I(od a 6" O.C. STAGGERED SHEATHING 4 N AILING 12 INSTALL C04NECTOR PRIOR PLAN OR SCHEDULE. SPLICE 2x FRAMING PER PLAN. PER PLAN OR 514EAR I 2x FRAMING PER FLAK x 2x NAILER OR TIRU6S 2x STUD (NOT SIM TO PLACING COMMON TRUSSES 03 TO Or -CUR ON COMMON (BEAM AT SIM) WALL SCHEDULE. (HEADER c SIM) w/ Irod is all OZ. MEMBER OR BLOCKING TYPICAL ROOF FRAMING CONNECTION r2'� ROOF FRAMING GABLE END r3_'� POOF FRAMING 6 6HEAR WALL r4'� DRAG 6TRUT CONNECTION ��O SCALE: I' - P-0' SCALE-. P - V-0" SCALE: I" - 1--r SCALE.- I" - P-01 Ibd a 16" O.C. SOLE EXTERIOR SHEATHING 2x STUD PER PLAN MSTC 14OLDOUN PLATE NAILING. ed a 411 O.C. 2x BLOCKING D5L 2x TOP PLATE co STRAP R PLAN-\ SOLID RIM JOIST 8d 6 4" O.C. 2x BLOCKING w/ Ibd I(od 6 Sit O.C. SOLE 3/411 SUBFLOOR RAIL 0 8" O.C. PLATE NAILING HDR PER FLAK (3) 8d JOIST -TO -TOP 3/4" SU5FLOOR 1/2" RATED SHEATHING _PL ATE UXO. MAINTAIN TJI BLOCKING '44" SU5FLOOR SHEATHING 4 NAILING PER FLAK /'MIN, 11/2" END DISTANCE. I -JOIST PER PLAN SPLICE TO OCCUR ON COMMMON 10d a 411 O.C. - STAGGER SIDES, MEMBER OR 5LOCKIW.__\',,l, NAIL THROUGH TOP SURFACE 3x BLOCKING. EXTEND (2) (24" MINIMUM) IN, (DO NOT TOE -NAIL). BAYS OR TO CORNER 2x FRAMING PER FILAR _\ JOIST PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE. TRIMMER STUD( S) (Typ) AT (BEAM AT SM) 2x D5L TOP PLATE. LAP MONO TRUSS PER PLAN-/ JOIST PER PLAN SPLICE 4'-0" MR 4 NAIL w/ I(od a (oil OL. STAGGERED. 2x FRAMING PER FLAK _$15EAM LU524 HAW3ER IUS HANGER KINGSTUD-\ AT SIM) MSTC HOLDOUN BEAM PER PLAN PER PLAN TYPICAL FLOOR FRAMING CONNECTION FRAMINGAT INTERIOR 6HEAR WALL j LOWER ROOF FRAMING -8 SHEAR WALL '/,2" RATED SHEATHING 4 \� �.o SCALE, V-0" �.O 6CALE: V-0" SCALE: I" - V-0" LSTA STRAP PER NAILING PER SCHEDULE. PLAN'Typ, 2x SILL PLATE ed a (oil O.C. 2x BLOCKING w/ (3) 8d NOTE: TOE.NAIL TO 4x BEAM 4 SEE ARCH FOR FLASHING SU5FLOOR PER PLAN (2) 8d TO JOIST$. Ibd a &I' OZ. SOLE 4 TRESHOLID CONDITION. /-JOIST PER PLAN PLATE NAILM. AN. 16d e 811 OL. SOLE SHEATHING f NAILIW_s PER PL PLATE NAILING. SHEATHING 4 "LING ad e (oil O.C. UNO _/4I SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 2x RIM JOIST BLOCKING PER PLAN OR SCHEDULE 3/4" 6U5FLOOR Ne"ll, x Bit LAG (3) 8d JOIST -TO -TOP PLATE UND. MAINTAIN AC POST CAP- \ _3x (Typ) BOLT 1132" OL. MJIN. 11/2" M DISTANCE. SHEAR LUALL FORCE TRANFER DETAIL LUS TYPE JOIST HANSER T 44 PT POST (46 AT SPLICE) SCALE: 11 . 11-01 3/411 9,15FLOOR JOIST MA5 ANCHOR (ALT. A34 ANCHOR TWO SIDES) \�l LSTA24 STRAP (FAR SIDE) PER PLAN I(oll - —A �JOIST PER PLAN JOIST PER PLAN FTG PER PL �1 MR 2x TOP PLATE MINIMUM - US WANGER 2x PT LEDGER w/ (2) 2x STUDS PER PLAN, HDR PER FLAK EXTEND OVER PANEL TO KIWG STUD., NAIL SHEATHING TO HDR W/ 8d 0 3" O.C. EACH WAY. BEAM PER PLAN ROWS I(od 6 &1' O.C. (BEAM AT SIM.) FINISH GRADE ....... + CS) fu FASTEN TOP PLATE TO HEADER /_W/ (2) I(od AT Rours 3" O.C. re_'� 5HEAR WALL FRAMING AT FLIJ6H BEAM FRAMING CONNECTION SCALS- P - P-0' 6 DECK FLOOR FRAMING SCALE: I, - 1,-0, AT CRAWL 6PACE (2) 2x STUDS (TYP) �-v SCALE: I' - V-0, �_o + 0Z 4x BLOCKING a MIDDLE -MIRED. <1 STUD USE D5L 2x STUD PER PLAN, USE MINIMUM I(od * Ill OZ. SOLE 2x STUD PER PLAN. USE MINIMUM I(od 6 16" OZ. SOLE PLATE NAILING. //-24" IF RE 2x PER PLAN. $TUD AT END OF SHEAR WALLS (2) 2x ME) a ENDS OF SHEAR PLATE NAILING. (2) 2x STUD 6 ENDS OF SHEAR 2x NAILER OVER 2x FT SILL w/ SHEATHING 4 NAILING PER IOLDOWNS, SEE SHEAR WALL WALLS 4 HOLDOUNS. SEE $HEAR -1/4" SHEATHING WALLS 4 HOLDOUNS. SEE $HEAR ANCHOR BOLT 4 3"x3"x1/4" WASHER MAXIMUM 0, < PLAN OR SCHEDULE-\ � �0_ FOR 3x STUDS. WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT W/ 3"x3"XI/411 WALL SCHEDULE FOR 3x STUDS. SEE SCHEDULE FOR BOLT SIZE AND N."O 1/? RATE[) SHEATHING (24/0 EXP 1). 2x SILL ANCHOR 501. 1 ///-84CHEDULE WASHER SEE SCHEDULE FOR SHEATHING 4 NAILING SPACING. USE AT 60" O.C. UXO. -NAIL w/ (2) ROWS W s 311 O.C. AT PT w/ 1/4 SEE PLAN FOR TOP OF SHEATHING 4 NAILING PER Ne"O 3-1/4" SHEATHING PANEL EDGE& 4 3" x 3" x WASHER PER PLAN OR SCHEDULE.-\ A CONCRETE AT SIMILAR PLAR SPLICE TO OCCUR _/ ON COMMON MEMBER SIZE 4 SPACNG14SE AT 601, O.C. UND. PER FLAK —3 USE Nallo a ro011 O.C. MIN, 2x FT SILL REVIEWED FOR 4" SLAB ON GRADE OVER B MR (a MIL VAPOR BARRIER M 6 OR BLOCKING. 04 AR - HORIZ. T (2) 2x PLATE. (N E 00[,,�PLIANC 6HTG TO EA "L W APPROVED *ILE� 015 S.OG) 61, MIR (NOT JOIST PER PLAN roll 11 MIN. FINISH GRADE OR FINISH GRADE 1211, "I-ST14D HOLDOUN PER FLAK J5 JOIST HANGER "TOP OF STEM WALL 'APR 0 6 2020 I SLA5 ON GRADE 1 BAR 1124" O.C. - VERt. It -(on MIN STHD HOLDOUN_,, 04 BAR - 14ORIZONTAL ELEV. VARIES \--2x (S.O.G. 6 SIM) STHD HOLDOWSI 04 13AR BA 14ORIZ _--#4 4-4111 MW PER PLAN STHD14 HOLD UNO. FT SILL ty of Tukwila. Ci PER PLAN 11-911, MIN. �\-'4L5AR _Ij� 24" OZ. - VERTICAL 'jMIN V-90 mAx F'I -4 BAR CONTINUOUS I -04L BAR a 24" O.C. - VERTICAL (2) 51s"O ANC14OR 42WI41P Dill "-I,, EMBEDMENT 4 311 x 31' x 1/411 GALVANIZED E WASHER oil all RECEIVED FOUNDATION PER PLAN, Lt'-411 04 BAR CONT. 1/ 1'-411 :��04 BAR CONT. CITY OF TUKWILA 2019 MIN 8" THICK STEM WALL w/ #4 BAR HORIZ TOP 4 BOTTOM. 52,0 V-411 NOV 14 r12 PORTAL FRAME PANEL FOUNDATION AT 5LAB ON GRADE FOUNDATION AT GRAWL 5FACE rlF'� FOUNDATION AT CRAWL 5FAGE PERMIT CENTER SCALE- NOW - ��o SCALE. P - V-0' �.O SCALE: I' - V-0' \� �-O SCALE: I' - V-0" COPYRIGHT 2015, 5EGA ENGINEER6 JOB 13_023