Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D17-0068 - CARY LANG CONSTRUCTION - MACADAM LOT 3 SINGLE FAMILY RESIDENCE
MACADAM -LOT 3 4807 S 136 ST D17-0068 Parcel No: Address: Project Name: b City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 1523049313 Permit Number: 4807 S 136TH ST Issue Date: Permit Expires On: MACADAM - LOT 3 D17-0068 5/11/2017 11/7/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NGUYEN HOA 10621 56TH AV S , SEATTLE, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLC11010F CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: NEW SFR - 2825 SF LIVING SPACE, 636 SF GARAGE, 56 SF COVERED PORCH Project Valuation: $390,593.24 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $11,186.57 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: 11/ Permit Center Authorized Signature: Date: i ! I hearbycertify that 1 have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Volumes: Cut: 10 Fill: 10 Number: 0 1 Signature: Print Name: LAK Date: c -7/7//7 - This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 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. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6 Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 13: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ***MECHANICAL PERMIT CONDITIONS*** 20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 21: 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. 22: Manufacturers installation instructions shall be available on the job site at the time of inspection. 23: 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. 24: 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 or appliance rests. 25: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 26: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 27: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 28: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 29: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 30: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 0 0 31: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 32: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 33: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 34: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 35: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 36: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 37: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 38: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 39: ***PUBLIC WORKS PERMIT CONDITIONS*** 40: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 41: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 42: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 43: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 44: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 45: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 46: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 47: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to. the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 48: Any material spilled onto any street shall be cleaned up immediately. 49: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 50: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 51: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 0 0 52: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 53: 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. 54: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 55: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 56: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 57: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 58: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 59: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 60: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and. responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 61: 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. 62: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 63: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-OOxx. Fee based on three new single family residences. 64: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 65: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 66: Project shall comply with geotechnical recommendations by Migizi Group, INC, dated January 26, 2017; and subsequent geotechnical evaluations. 67: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 68: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 70: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 71: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 72: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 69: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 73: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 74: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 75: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly 76: Building construction is required prior to mitigation planting to minimize impacts to the wetland buffer. Provide a financial guarantee to the City in the amount of 150% of the cost of monitoring and maintenance of the required mitigation in the wetland prior to final planting inspection and prior to Building signoff. Per L16-0055 approval, the required bond amount is $32,127.23. 77: Maintenance and monitoring of the mitigation area is required for 5 years. Contingency measures will be initiated if the buffer fails to meet any performance standard at any time throughout the monitoring period. 78: Prior to requesting a landscaping inspection, record a notice on title of environmentally sensitive areas, including the site plan approved under L16-0055, pursuant to TMC 18.45.200. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 0 1600 PUBLIC WORKS FINAL 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 CITY OF TUKWILA Community Developnzent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httro://www.TukwilaWA.gov Combination Permit No. D(1'. 00 Project No.: Date Application Accepted: Date Application Expires: (Foro 7 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: liee3o4 s. /36-6 oT -tt,3 PERTY OWNER King Co Assessor's Tax No.: 1 52 3041 g3 /3 5- -7--f`ewj /rrr Address: State: CONTACT PERSON — person receiving all project communication Name: " City:red / / j, State: .. Zip: q f f�3 C /V Phone: �6....qL3 `^ / ex: Address: Tukwila Business License No.: Bus —'O «/'/ ef7 City: State: Zip: Phone: Zip: Fax: Fax: Email: Email: GENERAL CONTRACTOR INFORMATION Company Name: /% ` 2 y J /1 ��e" . bile Address: /5 2l�it 5L J f 8 City:red / / j, State: .. Zip: q f f�3 C /V Phone: �6....qL3 `^ / ex: Conti. Relf arvi_c_ / /016pPte: ?/2 //$ Tukwila Business License No.: Bus —'O «/'/ ef7 ARCHITECT OF RECORD Company Name: 5 6-c- A_ Engineer Name: /;r el Company Name: City: Y jetck p iState :�.4_ Zip:980/ e 1� tur»o 7C> Phong6o_Q _ /017Fax: ZZ// Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 6-c- A_ Engineer Name: /;r el /• Address: 22c'3 GI sc 2 Q72 / p City: Y jetck p iState :�.4_ Zip:980/ e 1� tur»o 7C> Phong6o_Q _ /017Fax: ZZ// Email: Se'efR erVtneee-S ✓.G ,q CdAir. Ne LENDER/BOND ISSUED (required for projects 55,000 or greater per RCW 19.27.095) Name: CQcy L.1 0 C0r--51— • Address: City: State: Zip: H:\Applications\Forms-Applications On Linc\201 I Applications\Combination Permit Application Revised 0-9-1 I.docx Rcviscd: August 2011 bh Page 1 of 4 0 PROJECT INFORMATION — 357) 000 Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 151 floor 1 2 25 2"d floor, Garage K carport ■ 63 3 00. Deck — covered g_ uncovered • SG, Total square footage 35/-7-U Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator fuel type: ❑ electric /Xgas appliance vent II ventilation fan connected to single duct 1 wood/gas stove water heater (electric) other mechanical equipment PLUMBING: f� !�'O Value of plumbing/gas piping work $ V/ ✓ bathtub (or bath/shower combo) dishwasher .5 lavatory (bathroom sink) water heater (gas) bidet' floor drain sink lawn sprinkler system H:\ApplicationsWorms-Applications On Linc\2011 Applications\Combination Pcrmit Application Rcviscd 8-9-II.docx Rcviscd: August 2011 bh clothes washer 2- shower 3 water closet 3 gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT Tukwila K... Water District #I25 Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline 5... Valley View ❑ .. Renton pzi...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ... Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage jgr ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 ..Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water Ir (N ...Permanent Water Meter Size I " WO # 0 ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY S VICE BILLING TO: Name: C " ' r ","1 rp r� �r./-6 Mailing A 'dress: 2 T/ (5 V�J2itib i4 Sc...., Day Telephope: 2o_ ,�Z3 —�«55 F 14A4k g e62, 3 City State Zip WATE) .Mf ER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \201 I Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES - APPLICABLE TO ALL PERMITS 1N THIS APPLICATION = Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWOR�UTH9$fLED AGENT: Signature: / �ffss--�t ((�/ M� Print Name: tet P �/ d /' r 7/VG Day Telephone: Mailing Address: Date: 20 ‘- fe/c-- 4 Stw ' /tel kt Gr, 9F23 City State Zip H:\Applications\Porms-Applications On Linc\201 I Applications\Combination Permit Application Revised 8.9-I I.docx Rcviscd: August 2011 bh Page 4 of 4 TYPE C PERMIT FEE ESTIMATE BULLETIN A2 PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 4 A CA e'tyvt ( aT3 / PERMIT # .1)i-7— c o Co $ (0 'No -7 S, I 51" ) 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. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Soo Water/Sewer/Surface Water '750 1Iso,/1,54a Road/Parking/Access l .50 o A. Total Improvements 4 j' o 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. (Z o C. 2.0% of amount over $100,000, but Tess 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 / 0 cubic yards Enter total fill volume /0 cubic yards $250 (1) $ 12-o (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 - 100 $23.50 101-1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1' 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 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2 7o 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 o BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 12 0 (6) 7. Pavement Mitigation Fee . $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee • Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE •, 50 or less $23.50 51-100 - $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or • fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more . , $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (7) (8) ,, - 0 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D Allentown/Foster Pt Water (Ord 2177) $ E Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ % a / 7, I. Other Fees $ DUE WHEN PERMIT IS ISSUED Total A through I $ /0 J. SS (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017 �" .. Total Fee 0.75 $625 �� $6005./ $6630 1 $1125 ---------.,$15 042.50 $16,137.50 1.5 $2425 '.' e,A 5 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 --$157,950 6 $1252 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $17,145.26 D17-0068 Address: 4807 S 136TH ST Apn: 1523049313 $8,572.63 DEVELOPMENT $4,025.95 PERMIT FEE R000.322.100.00.00 0.00 $4,021.45 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 • IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 • 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,527.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $230.30 TECHNOLOGY FEE R000.322.900.04.00 0.00 $230.30 D17-0069 Address: 4815 S 136TH ST Apn: 1523049314 $8,572.63 DEVELOPMENT _ - $4,025.95 PERMIT FEE R000.322.100.00.00 0.00 $4,021.45 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189:00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,527.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 Date Paid: Thursday, May 11, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24818 Printed: Thursday, May 11, 2017 9:07 AM 1 of 2 C'SYSTEMS DESCRIPTIONS PermitTRAK 1 ACCOUNT QUANTITY PAID $17,145.26. D17-0069; ' Address: 4815 S 136TH, ST Apn: 1523049314 $8,572.63. PUBLIC WORKS $1,527.38 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $230:30 TECHNOLOGY FEE R000.322.900.04.00 0.00 $230.30 ,TOTAL FEES.PAID BY RECEIPT: R11465 $17,145.26 Date Paid: Thursday, May 11, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24818 Printed: Thursday, May 11, 2017 9:07 AM 2 of 2 CR SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID • $52,837.57 D17-0039 Address: 12510 50TH PLS Apn: 0179002665 $44,668.89 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,991.27 PERMIT FEE R000.322.100.00.00 0.00 $3,986.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 MECHANICAL $189.00 PERMIT FEE COMBOSFR 1 R000.322.100.00.00 I 0.00 I $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR 1 R000.322.100.00.00 I 0.00 I $252.00 PUBLIC WORKS $1,262.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT I R402.379.004.00.00 I 0.00 I $20,400.00 TECHNOLOGY FEE $228.19 TECHNOLOGY FEE 1 R000.322.900.04.00 I 0.00 I $228.19 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 I 0.00 1 $11,216.05 D17-0067 Address: 4801 S 136TH ST Apn: 1523049312 $2,940.80 DEVELOPMENT $2,940.80 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,940.80 D17-0068 Address: 4807 S 136TH ST Apn: 1523049313 $2,613.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE 1 R000.345.830.00.00 1 0.00 I $2,613.94 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 1 of 2 RSYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $52,837.57 D17-0069 Address: 4815 S 136TH ST Apn: 1523049314 $2,613.94 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11181 R000.345.830.00.00 0.00 $2,613.94 $2,613.94 $52,83757 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 2 of 2 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .4-1)411/ Le 3 Type of Inspection• j' I LaN6 'Fly(,-- Add ess: ,t) 7 -$; _ /Y629/.5-777 Date Called: Special Instructions: • Date Wanted:.—, 2 - j a.m. p.m. Requester: Phone No: Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: 13U1Lbt11�}L-- Inspector: r Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION £i 7-Dotpa 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: k _ ,a's r'Fic ; ok - - d2,or..)��/,r/L,%yCsv /%YS116i770A1 lc, 46 X657 3 'cm 1._ Address: 7 /3' 5'7 Date Called: (a.my Special Instructions: 095 ?IPA" , » -L p ipflie v& F/11tjitL, /14 'Ciij4rti''/9-►L t/ /ft'L y -cni e 7.- Date Wanted: /O %Q p.m. Requester: Phone No: _ Vc, cA-A/4 2 ci -r'7oN Approved per applicable codes. D Corrections required prior to approval. COMMENTS: vk —6 -Dog INSV11-44Mo/J k _ ,a's r'Fic ; ok - - d2,or..)��/,r/L,%yCsv /%YS116i770A1 OK-- At trc14.64n CA L >''i1eL.. ce..f,4 — Piv B/1V6--. p/ Ivi-L-. k s '" «- Inspector: Date: / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: ifillACAIMVA Type of Ins ection: /A1-14 6119L.144 fA0Are-b Address: £/ r7 s 136174 Sr Date Cal d: Special Instructions: �� .3 Date Wantesi l ! a.m: Requester: Phone No: PTA Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431'3670 Permit Inspection Request Line (206) 438-9350 Di 7-00616 Project: Type of Inspection: GtMLL /WSVLk77044 Address: P a e,� 4 7 S. 13(074 3%ii Date Called: I� Special Instructions: Y\IR'D'L L- i 3 Date Wanted: 9 -it-17 t; a.mmm p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C3K- M5112.4 -770A1 Inspector: 0-5 Date: ,_//—/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 1 CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 coco 8 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: M4C bA1411 Typespection: f /Ai& b+<- 600/170Z wft-L L Address: Date Called: 6 K- 61-AZA/Gr- Special Instructions: Date Wanted: 7 17 a.m: Requester: Phone No: NApproved per applicable codes. [] Corrections required prior to approval. COMMENTS: b+<- 600/170Z wft-L L 64<- T p4y1Th'6- 6 K- 61-AZA/Gr- oK_le-ffig/pLAt1 R'&# -'Y 11 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 44400114A Type of Inspection: Fifentr Wifirilfidi CA L Address: Date Called: Special Instructions: &AP/ Date Wanted: q-7 /'7 p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: K /oi)(b / / /14&/OMC/9 L t er /1563v1.4977641 Inspector: gi Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi7- 0064 Project: r4M IV i TAe of Inspection: )41/6t r ° /,J 6A S p"ia='b1/4l6. Address: 11'46'0 1 S 126. C- Date Called: Special Instructions: ler 3 Date Wanted,: 40 2 -Requester: 1 a.m. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: M CAbA w4 T e of Inspection: / O J1I4. - /d- 1116614AtC4 L. dddress: AZ/6/01 4/ J °7 S /36 �4 s -r Date Called: . Special Instructions: 207— 3 Date Wa�nte : Ems" 2r % P.m. Request : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1) - ALL- iiL -r1cAd._ .56/fi>A-4< 47" Dater 2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-:3670 Permit Inspection Request Line (206) 438-9350 b17- Oil& Project: j1 b T e of Inspection: /.� ert) 4 >iJ 144 !,/4 r Address: 1/607 5 /36/ ! Date Called: Special Instructions:• i. Date Wa ed a.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date 217 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION P17 -co logs 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431:3670 Project: 414-e40/1144 Type of Inspection: pbWC' /DL ilM f,3'4(& Address: Qo7 S. ) 3 (fr►x 3i—, Date Called: Special Instructions: LO? 3 Date Wanted: i-25--17 a 0-111- Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �ldd AAAlf 2 (J S <7?r f i2 11(1 P 7-76i✓ Inspector: Date: 726_, 26' /� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 4313670 Permit Inspection Request Line (206) 438-9350 D17- 0366 Project: 474e/0I Type of Inspection: R©U6*`/' AuofoJ) Address: 9807 S: /34071 07 Date Called: Special Instructions: Lai 3 Date Wanted: 7-2-7-17 a.ny I p.m. Requester: Phone No: QApproved per applicable codes. L�J Corrections required prior to approval. COMMENTS: Inspector: 5 Date: 7-27-/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 7 ` (?®6S Project: ilUM- era Top of Inspection: �i7r S ' Address:.p ago S )._J6' T s Date Called: Special Instructions: • Date Wanted: I� 7 / WA 7 (a.m. p.m. Requester: 1 Phone No: 5-4 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1Y ?- 0060 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:% Type of Inspection: �!��� Address: 4 7 S 136774sr' Date Called: Special Instructions: Date Wante :% 1/ZO/t7 .m p.m. Requester.( Phone No: rr, Approved per applicable codes. J] Corrections required prior to approval. COMMENTS: Arytw Inspector: i Date: z,07 REINSPECTION FEE REQUIRED. Prior to next insp ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit i11-rsa b8 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 h., @ l it Project: Type of Ins`peciion: Address: 67 S. 13614 Si% Date Called: • Special Instructions: rn4c, D '1 LOT Date Wanted: 4¢v74 `17 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit eeve INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /vy M ZIC r 3 Type of Inspection: thotvg Fizry2 151.4MA" 01-4500.16--- ALT PP / N L i905 Address: •,- Via07 S, /34irn$ i Date Called: /frrL-D Special Instructions: i?i Date Warted: 1 6 -26-j? a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 01-4500.16--- ALT PP / N L i905 /frrL-D 2, SHUcc,A> oAR46 DA, A'0w L Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP` "0N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 1)0.- £o 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: it/lOt 1:kAI - Za� 3 Tyys.of Inspection: kevr A16- ')/eA Address: 469/ s 136271 Sr Date Called: Special Instructions: Date Wanted: O®l /7 P.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date:/ l REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431;3670 Permit Inspection Request Line (206) 438-9350 Proje t: Tym.of Inspection: r LL Address: 4 7 S /26 sr- rSpecial Date Called: SpecialInstructions: Date Wanted• S Z /7 a.m. a.m; Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector:e//tmim 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit - c O6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431=3670 Permit Inspection Request Line (206) 438-9350 Project: Type of pection: A'/d''dress: l 26 Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date/I2q/� 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /-F- -S - /1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: (_,,,(T Sprinklers: Fire Alarm:. Type of Inspectio /i __ Address:/1_,2,,,Contact Suite #: ! %5k s Person: 1 Special Instructions: ' Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /ot6e)t 7 c i-- )45 - A /1--J)c L. YeA CJs / Needs Shift Inspection: Sprinklers: Fire Alarm:. Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: iTiifrt 5Z Date: //2,-/i% f % Hrs.: t $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113. INSPECTION .NUMBER INSPECTION RECORD Retain a copy witlipermit I.I WWI /7 -S-/VY PERMIT NUMBERS. CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ��,% Sprinklers: Type of Inspection: Address: �2.�L{ Suite #: �0Q , 7 S, % 517 .-Contact Person: Special Instructions: Pre -Fire: Phone No.: )(Approved per applicable codes. Corrections required prior to approval. COMMENTS: OIL-- 1/ - Needs Shift Inspection: Sprinklers: Hrs.: l - 0 Fire Alarm: Hood & Duct: Monitor: Pre -Fire: d Permits: Occupancy Type: 1 Inspector: 47„..„ /fq Date: 9/2/)-7 Hrs.: l - 0 ' ..1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: �� �� Type of Inspection: d/' Address:Contact Suite #: "7 C $f?b''51" Person: Special Instructions: Permits: Phone No.: I nl Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: A4/6(toe*2 Pre -Fire: Permits: Occupancy Type: i -- A° Mriv.� L 5.4e--- �/r/tr l e -lc/ `- -- /OW- T ,N;/,e ,1•1A-ivs ' Site a Aii 77, e 71ri_.�►"l�` s.P ►I�- . t° e , .r ia- &. A '---,e4.by / �' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: S&„, !� 5-.? Date:Z'// '7 Hrs.: 2, d ..- -/ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Duct Testing Calculator (New Construction) House address or lot #: Conditioned Floor Area: ! Duct tester location: Pressure tap location: Ring (if applicable): K gp 7 C /3 6., sT rNAw r (a %/A 8 ((R 2 g 25 Open ❑ 1 0 2 ra 3 0 At Rough -In or Post Construction Test Method Standard) Calculated Target Testi CFM25 Air Handler Present (Leakage to Exterior or Total Leakage) < 4 CFM25 per 100 sf of CFA Air Handler not Present < 3 CFM25 per 100 sf of CFA (Leakage to Exterior or Total Leakage) 1. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Conditioned Floor Area: Ceiling Hieght (ft) z ga s Calculated Volume (cubic feet) y 25C(6- 0 Standard. Tested CFMSO Calculated Test Result (ACH50) 555.0 ACH50 (cFMsoX 60 _ conditioned Volume) ( ' 47' + (r 5 b Glossary Rough -In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. Pascal (pa): Unit of pressure CFA: Conditioned floor area in square feet RECEIVED CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CITY OF TULWILA CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Conditioned Volume: Volume of conditioned space (CFA X ceiling hieght) JAN 10 2016 ACH50: Air changes per hour at 50 pascals of pressure PERMIT CENTER Duct Testing Code Language R403.2.2 Sealing (Mandatory). Ducts, air handlers, and filter boxes shall be sealed. Joints and seams shall comply with either the International Mechanical Code or International Residential Code, as applicable. Exceptions: 1. Air -impermeable spray foam products shall be permitted to be applied without additional joint seals. 2. Where a duct connection is made that is partially inaccessible, three screws or rivets shall be equally spaced on the exposed portion of the joint so as to prevent a hinge effect. 3. Continuously welded and locking -type longitudinal joints and seams in ducts operating at static pressures Tess than 2 inches of water column (500 Pa) pressure classification shall not require additional closure systems. Ducts shall be leak tested in accordance with WSU RS -33, using the maximum duct leakage rates specified. Duct tightness shall be verified by either of the following: 1. Postconstruction test: Total leakage shall be less than or equal to 4 cfm (113.3 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Leakage to outdoors shall be less than or equal to 4 cfm (133.3 L/min) per 100 square feet of conditioned floor area. • 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113.3 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exception: The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. Air Leakage Testing Code Language R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has,confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business pe shall be rmitted to0sealed off at the frame prior to the test. During testing: 1 Exterior wi)idows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; t (F•t 2! tDanipers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; ;4`I.3. Interior doors if installed at the time of the test, shall be open, access hatches to conditioned crawl spaces and conditioned attics shall be open; 4. Exterior openings for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 1L-2-2825 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 __ " `AllICIimate Zonesr ' Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCD,e n/a n/a Ceilingk 49i 0.026 Wood Frame WaIl9'" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall°' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2411 City of Tukwila. BUILDING DIVISION 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 ❑ 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 Tess than 1500 square feet. El 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. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. O 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope lb 1.0 1c Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5. 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 . 2c Air Leakage Control. and Efficient Ventilation 2c 1.5 . 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 0.5 0 0 O RECEIVED piTY OF TUKWILA p 1.0 o MAR 3 0 2017 [HERMIT CENTER L1p 0.5 1.5 0 *1200 kwh 0.0 3.50 DIS-�(aS� t, Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess 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. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. n Reserved. 'The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k 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 headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information . . .. . . . L2.2825___ 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 7 .1 0:2Q Ref.. U -factor 6 ENTRY 3 i 6 ,s 0 2.8 �' DEN, _ -r - . 2.24 3_ 0.28, 4^ ` - - - _DEN 20.16 12.0 3.36 8.0 Q.20 KITCHEN 9.24 20.0 _ ., IJ -28: UTILITY 6.72 0'28 ,N00K - - - .12.32 , 0 28 1 _ -^ GREAFROOK _-_._ 0.0 . . 0.00 2 +'G--� 02.8 Wit= UPPER,EN`TRY 2 0.0 0.00 ; 0 28 _ 7 ;U PEP R ENTRY -- - 1 ,5 0.00 -----0,_Y61__] .0.00 MEDI&ROO.Mi a1y1 . t T - , 0L28; ;, BEDROOM"3_ __ `� 0.0 0.00 0 28 1 _ . FBATH; :4-1_1 0,!2B: . r..__ f3EDR®O.M2 _ _ } ' '1�-- -9:. 0,'.2.6, i (2- L. -, 8- , 5 rvi§:t 13ATHi _ __ _ -_ __ ., Ru- t, _..tet 0.,-737__,.' __,. •MSTR BATH; _ „; _,_ bra, ; sMASTERtBEDRO,OM' . tea. I. 0'.2.6 i^' i I+-. T -' era .- -. _- : _ -.. ._1i .--_ -__'-. _-k- -- -TIP`S L 1. ' c _�: a_ -- -- --� �A �r��'"J� � T � .. *_�.� {� .. 0.J. .� i. _,----..--1-1 i ---J w 1__._.._..____1 �--.-_._-.___ - - 1. -- 1 Width Height Qt. Feet Inch Feet Inch '1�_ `, 3 i 6 ,s 12.0 1 ,,6-_ 24.0 _ -r - . 2.24 Width Height Qt. Feet Inch Feet Inch Area UA 20.0 _ i 0.00 12.0 1 ,,6-_ 24.0 6.72 6 . 2.24 3_ 2'- 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 2 +'G--� . 0.0 2 0.0 0.00 0.0 0.00 - 0.00 1 ,5 0.00 ,4 .0.00 0.0 a1y1 . t T - 3 • 0.00 0.0 0.00 0.0 -- -ate {. i :4-1_1 4' 9---Q 4 } ' '1�-- -9:. (2- L. -, 8- , 5 6=-> -- ., Ru- t, _..tet ; . tea. I. . I i^' i I+-. T -' era 4 i _-k- -- -TIP`S ' 1._...s --� �A �r��'"J� � T � .. *_�.� {� .. 0.J. .� i. a i ---J 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 . 0.00 0.0 0.00 0.0 : _-T _ . _. - -- --- 1 a - - - i- - - , b.-_._ moi' y, - 4 _ 1 i . ._-� _ __---- J ----,f 1 Lr r rte L i L.�.t_. --�.T ,.- :L 1� _ d Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor. . 0.00 0.0 0.00 0.0 : _-T _ . _. - -- --- 1 a - - - 0.0 0.00 0.0 L_ L--_ - 4 _ 1 _ L____ ._-� _ __---- J ----,f 1 Lr r rte L i L.�.t_. �� ,.- :L _ d r.__._, ) i_._. L- .. Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor. Width Height Qt. Feet inch Feet Inch . 0.00 0.0 0.00 0.0 : _-T _ . _. - -- --- 1 t -,i - - - 0.0 0.00 0.0 77 7 • -_ _ 1 _ L____ ._-� _ __---- .'l' f 1 - - £__-_.___e____ i Width Height Qt. Feet inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum Of Fenestration Area and UA (for heating system sizing calculations) 0.0 . 0.00 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 77 7 0.00 • i r----=---1. ,A �'� , :,,-:------1 -i' 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 This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L213=2672 Contact Information Heating System Type: o At Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions t± Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions rt Select R -Value Clirl Above Grade Walls (see Figure1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade ___ Fi url) Instructions Select conditioning Slab on Grade (see Fl ure 1) Instructions Select R -Value Location of Ducts Instructions rr� Design Temperature Difference (AT) L T = Indoor (70 degrees) - Outdoor Design Temp 72:825;i Conditioned Volume 24,013 U -Factor X Area 0.30 U -Factor 0.50 _382, X Area • U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection r Area Area Area '2;668. i Area Area F -Factor X Length No selection F -Factor X Length No selection Sum of UA 46 UA 114.60 = UA = UA 46.57 UA UA 149.41 UA 44.75 UA UA UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load VolumeX 0.6XATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 355.32 16,345 Btu / Hour 11,929 Btu / Hour 28,274 Btu / Hour 31,102 Btu / Hour 1.10 43,542 Btu / Hour (07/01/13) FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan LS2-2825-3 March 9, 2017 Job No.: 121023 Location: 4807; South 136th Street Tukwila; Washington Copyright 2017, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila BUILDING DfVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 rrF �O2 �' STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / 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: 03/09/17 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf 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 Copyright 2013, SEGA Engineers Roofing (Comp) 1/2" OSB 2 x @ 24" Insulation 5/8" GWB Misc. Snow, Pf Reduction, Cs 8/12 pitch = 34 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2" Plywood 2x6@16"oc Insul f/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 (115% Load Duration) (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 40 psf 48.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. LSZ - I,8LI !3-02_3 FIGURED BY .6 `U CHECKED BY DATEg�T -/ SL SHEET.- OF Itn9`:h IAPpSt )42L jun e G,NitgAtak �, I-14; ojI — rt-Ussex.) goont,A (0401,NE) j (4) c bti PZ.(3LtY49) )(�� t (=z)t )( %)( }(! 2(40' 0-,) C4?-2d _s"(>(.6'14)-tq,')= ,.ui' 0,1" /1.,." ef -Pc VA. 1 F ctto j3rvi rk trE - 2 cdtit tq,&rr u' ` (I } r i oo p,F + t t, y_40 pwr)"' Leto 'L4 M= (/2 i i S') C&' V -Liz, 2 S')(o401 k '( I7 -L) O, 4S( il..84)(! ) z- : 3) 04E0 kL o3k,,z chti 4l %I JCL -7, zi_ sem. 5i1z.IZ & A X112.•-111/' Z.VG ‹. 2 �! 1,k-1 if-Up Un �r L ]3m x- ►2►4-(� 3 (AIL ij t-') 1.1t t5 �jp\-1.I 00 r'' t i/±4)`-. 4cttP)-• F 0/14. frl 7- Lo, 11"FO C 1 ?'r _ / 3, to /" 1 14; .'V/')= 4-,gCIL /)11 - 4.3e o, SSL otciVJ� IA Copyright 2014, SEGA Engineers Dk Ok_ 5- ?-1 ..', 1_L_-tom44... SEGA Engineers PROJECT / Structural & Civil Consulting Engineers LSz 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. FIGURED BY (App' CHECKED BY DATE /z3J/I SHEET 4' OF Roorw /� r = ( /v ( ?Cd P"`" (4 l (pJr) (L) t-(% ) t• ,>p) (L) ) fir) = 3 Wau- M- (394) (z,iY)- (3.s')l"of 14)(24,)' SSk 4T'/Z. f= Z rpt, ^ Z t31' +0 c3.(013( s,4 \1(7)i 1,1-0S 'it' ek ll'C.fr tzS' U`' C L\ Ls- psv) OQ)(4o ' G`'` C11)1 4.c (--1)4" (LD( ( 0-7,)(4a p)(4) L l = zl et 37 wL= t lap?n)+lco?LA: (411r) 4+21)1- 1,1tV/4)1 t -SP 1°Aajj 5liZxitZ ✓y 1420yt' Z')t € S" hl03 IA) - kcsgs-1,11-) (°'ZZIv+ )(/s')2 = Co. 21/144 = log z_tici ) = i t -V- o, 4s-(0iZZK11:r)0 %-)3 //TAD Copyright 2014,.SEGA Engineers 4-1z if— kyr-- kyr t 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 Sos W R where, F = 1.1 Two -Story Building Sos = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor = Eq. 12.14-11 (Table 11.4-1, S, > 1.25) (55ft) (32ft) (16psf)+ (2) (55ft+ 32ft) (4.Oft) (9.5psf) = 35 kips (55ft) (34ft) (14psf)+ (2) (55ft+ 34ft) (8.5ft) (9.5psf) = 41 kips Design Base Shear , V = ( .169) (75 kip) = 12.7 kip E = 12.7 kip = 9.1 kip 1.4 W total = 75 kips WIND Design Wind Pressure, ps = A Kn psao Eq. 28.6-1, Sect. 28.6.3 where, 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 = 1.00 = 1.00 20 ft 25 ft 30 ft Kn = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po -15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Design Base Shear: (Wind) Vt�= (55ft) (10ft) (17.7psf) + (55ft) (5ft) (17.7psf) + (55ft) (5ft) (17.7 psf) + (47 ft) (5ft) (17.7 psf) =23.6 x 0.6 = 14.2 kips Therefore, Vsrs= (41 ft) (10ft) (17.7psf) + (35ft) (5ft) (17.7psf) + (32ft) (5ft) (17.7 psf) + (12 ft) (5ft) (17.7 psf) =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 Fx = w,, V (Eq. 12.14-12) W F,3of= (34.8) (9.1 k) = 4.2 kip ( 75.3 ) Fjr= (40.6) (9.1 k) = 4.9 kip ( 75.3 ) F, = 9.1 kip Copyright 2013, SEGA Engineers SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 1#4141A- Niiis/ (7d Ste* \lhu- I 7-: 1/r—' 31 Lai + (C(ir )00'ffiPs�Y' /310'r ob4 3'37' JOB NO. 13 —c.023 FIGURED BY C-1.47- CHECKED - J CHECKED BY DATE 3/591 SHEET (413F 5 t, z tom, Groh atr. 4 )+ 4/ji 7P.Si Zel 3,6(,01 /071.: lliP`r VP= 6,1°4* e z44s-') / Copyright 2013, SEGA Engineers 4314 ,><\*%>C>K:v z4 1' ipLx SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. L52 -- 7,62-C 4"1- 0.23 FIGURED BY G. - CHECKED BY OSL DATE 4130 SHEET 1 OF Sties \A4b4u_ Lfs,Grl (c-� v -.t 64') E(s ivi 4 7 5` Vo: - ;3 soel- pcn, e32-ti t (:--21-,\t/e)00.tienz714-4-Pi r' r 4447 Za Copyright 2013, SEGA Engineers 4-1 hI-= (�rp� Zt /Jo Ke<iff SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 --(1401v- 1441 A(s•4N (69A ir \g41,4 _ (9 PROJECT LSz-ZBZS JOB NO. / 3-OZZ CHECKED BY DA ®rif/%5 SHEEIV OF FIGURED BY (v Copyright 2013. SEGA Engineers pi, ti s,� a • Cr L ._fig q. 3-7)- 5„, LS7 itt S IH GA Engineers/ /Structural & Civil Consulting Engineers PROJECT L52-2525 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1016 13-023 FIGURED BY GAT CHECKED BY DATE 01/2S/12 SHEET J OF J SNEAR WALL KEY PLAN 7 UPPER FLOOR A = 1,600 SQ FT L LSTA30 - NOR 1 SILL TO 3x BLOCKM. (TTP. 2 PLACES) LSTA30 -FDR 1 SILL 1C0 3x BLOOKPJCa TYP. 2 PLACES) LSTA30 - HDR 1 SILL 1(0 3x BL0P. 2 PLACES O ®(TTP. CP 2) LSTA30 - HDR 1 SILL TO 3x BLOCKING, (TTP. 2 PLACES) SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1> '/2' OSB or 8d @ 6" o.c. 5/8" @ 60" o.c. Qall = 230 plf V CDX E> 1/2' OSB or 8d @ 4" o.c. 5/8' @ 32" o.c. QaII = 350 plf CDX I> 1/2' OSB or CDX 8d @ 3" o.c. 5/8" @ 16" o.c. Qall = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. See Detail 12/S2.0 for Construction Notes: 1) All walls designated " l>" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. MiTek' Re: B1701239 4807 S 136th St Lot 3 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 ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2994089 thru K2994115 My license renewal date for the state of Washington is September 28, 2018. March 23,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKW LA MAR 3 0 7017 PERMIT CENTER p11 --00(a Job Truss Truss Type Qty Ply T •4807 S 136th St Lot3 r K2994089 B1701239 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -11-0 0 0 8.00 12 16-0-0 16-0-0 3x6 3x6 12 10 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:38:59 2017 Page 1 ID:TZasPCUnFyXNprG Hu3H_Xyn5tu-PFpVCBRuppoQP?njB5z5UUdiBlg4WflmlvkRlzzY?4A 32-0-0 16-0-0 3x6 13 14 15 16 17 3x6 . 18 19 111 IC% 671 20 21 22 3x6 = 38 37 36 35 34 33 32 31 32-0-0 30 29 28 27 5x8 = 26 25 24 23 n Iq 0 3x6 = 32-0-0 Scale 1:68.3 Plate Offsets (X.Y)— [2:0 3-9.0-1-8]. [6:0-0-4.Edge] [12:0-3-0.Edge]. [18:0-0-4.Edge]. [22:0-3-9.0-1-8]. [28:0-4-0 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 lncr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.18 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl 0.00 1 ' n/r 0.00 1 n/r 0.01 22 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 193 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std *Except* 11-31,13-30,10-32,9-33,14-29,15-28: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 32-0-0. (Ib) - Max Horz 2=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 Max Gray All reactions 250 Ib or less at joint(s) 22, 31, 30, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 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. 1 Row at midpt 11-31, 13-30, 10-32, 14-29 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 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/TPI1 Quality criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994090 B1701239 A02 Common 9 1 Job Reference (optional) ProBuild Arlington, -Arlington, WA 98223 y1 -0-q • 1-0-0 6-3-3 6-3-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:00 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-uRNtPXSWa7wHO9MwIpUK0iAn6RrTF15vXZT_gQzY?49 12-0-0 16-0-0 20-0-0 25-8-13 32-0-0 5-8-13 4-0-0 4-0-0 5-8-13 6-3-3 3x6 = 3x6 = 12 2x4 II 11 3x4 = 6-3-3 12-0-0 16-0-0 I 20-0-0 6-3-3 5-8-13 4-0-0 4-0-0 10 5x8 = 25-8-13 9 2x4 II 32-0-0 3x6 = 5-8-13 6-3-3 I Scale = 1:68.8 Plate Offsets (X.Y)— [2:0-3-9.0-1-8]. [3:0-3-4.0-3-4]. [5:0-3-0.Edge]. [8:0-3-9.0-1-8]. [10:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.49 BC 0.76 WB 0.51 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) 0.44 9-10 >856 240 Vert(CT) -0.50 9-10 >760 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-10,4-11,4-6: 2x4 HF No.2 REACTIONS. (Ib/size) 8=1359/Mechanical, 2=1448/0-5-8 Max Horz 2=197(LC 5) Max Uplift8=-27(LC 9), 2=-42(LC 8) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2098/66, 3-4=-1677/97, 4-5=-298/57, 5-6=-294/56, 6-7=-1678/96, 7-8=-2126/69 BOT CHORD 2-12=-111/1734, 11-12=-111/1736, 10-11=0/1361, 9-10=0/1662, 8-9=0/1662 WEBS 6-10=0/484, 7-10=-501/169, 4-11=0/467, 3-11=-461/164, 4-6=-1156/100 Structural wood sheathing directly applied or 3-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) 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) 8, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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 systein. 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. ZIA MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type . Qty Ply 4807 S 136th St Lot 3 K2994091 B1701239 A03 COMMON 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 0-q 6-3-3 1-0-0 6-3-3 12-0-0 5-8-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:01 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-MdwFdtT8LR28eJx6J W?ZZvjul r8k_VX3mCDYMszY?48 16-0-0 20-0-0 25-8-13 32-0-0 3p-0-9 4-0-0 4-0-0 5-8-13 6-3-3 1-0-0 3x6 = 5 3x6 3x4 = 5x12 = 6-3-3 12-0-0 20-0-0 25-8-13 31-0-0 6-3-3 5-8-13 8-0-0 5-8-13 5-3-3 Plate Offsets (X Y)— [2:0-2-0.0-1-8) [3.0-3-4 0-3-0]. [5:0-3-0.Edge]. [7:0-3-12 0-3-0]. [9:0-6-0.0-0-101. [13;0-6-0,0-3-0] 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/TP12014 CSI. TC 0.67 BC 0.95 WB 0.43 (Matrix -S) 3x6 = 0 -0-0 Scale = 1:70.1 DEFL. in (loc) l/defl L/d Vert(LL) 0.3914-15 >940 240 Vert(CT) -0.55 13-14 >675 180 Horz(CT) 0.08 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 153 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 9-13: 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-13,4-14,4-6: 2x4 HF No.2, 8-11: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* . 16-18: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1519/0-5-8, 11=1573/0-5-8 Max Horz 2=-201(LC 6) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2184/0, 3-4=-1809/0, 4-5=-283/56, 5-6=-297/57, 6-7=-1776/0, 7-8=-1973/0, 8-9=-1535/0 BOT CHORD 2-15=0/1820, 14-15=0/1821, 14-28=0/1479, 28-29=0/1479, 13-29=0/1479, 12-13=0/1532, 11-12=0/1534, 9-11=0/1534 WEBS 6-13=0/500, 4-14=0/555, 3-14=-421/169, 4-6=-1275/0, 8-11=-847/94 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during trusserection, in accordance with Stabilizer Installation guide. 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 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) 200.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at_two points, 4-6-0 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, with BCDL = 8.0psf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. March 23,2017 ® 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. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria,, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle. Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994092 81701239 AO4A Common Girder 1 Job Reference (optional) ProBuild Arlington, 9 Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:02 2017 Page ID:TZasPCUnFyXNprGIHu3H Xyn5tu-ggUdgCUm5kA?GTWIsEXo67F4CFUIjrPC?sy5vlzY?47 11-01 6-3-3 12-0-0 I - - 16-0-0 17-5-121 23-0-0 - 27-6-0 32-0-0 1 1-0-0 6-3-3 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 3x6 3x6 = 2x4 11 3x8 = 16 15 14 18 19 20 21 22 23 24 13 12 11 25 2x4 II 3x8 = 4x8 = 6-3-3 12-0-0 6-3-3 5-8-13 3x10 II 16-0-0 17-5-121 23-0-0 5-6-4 4-0-0 1-5-12 8x8 27-6-0 4-6-0 2x4 II 4x10 1 32-0-0 4-6-0 Iq 0 Scale = 1:68.8 Plate Offsets (X Y)-- [2'0-8-0 0-0-14]. [6:0-3-0.Edge]. [10:0-2-3 0-2-5] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 80 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO .Code IBC2015/TP12014 CSI. TC 0.58 BC 0.93 WB 0.84 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.20 12-13 >999 240 Vert(CT) -0.34 12-13 >999 180 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 10-14: 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 5-15,12-17: 2x4 HF No.2, 7-13: 2x6 DF No.2, 8-17: 2x4 DF No.2 15-17: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 10=6369/0-5-8, 2=3642/0-5-8 Max. Horz 2=197(LC 21) Max Upliftl0=-387(LC 9), 2=-273(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=-5915/452, 3-4=-5484/452, 4-5=-5365/487, 5-6=-350/33, 7-8=-537/76, 8-9=-8139/621, 9-10=-9470/631 BOT CHORD 2-16=-426/4753, 15-16=-426/4753, 14-15=-472/6160, 14-18=-472/6161, 13-18=-471/6162, 13-19=-467/6117, 19-20=-467/6117, 20-21=-467/6117, 12-21=-467/6117, 12-22=-465/7727, 22-23=-465/7727, 11-23=-465/7727, 11-24=-465/7727, 24-25=-465/7727, 10-25=-465/7727 WEBS 8-12=-123/1639, 9-12=-1211/97, 9-11=-5/1275, 5-15=-253/2594, 3-15=-448/157, 13-17=-408/3648, 7-17=-276/260, 12-17=-16/1047, 8-17=-6742/687, 5-17=-4236/464, 15-17=-2969/382 Structural wood sheathingdirectlyapplied or 3-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to beconnected 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: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. 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 4) TCLL: ASCE 7-10;.Pf=25.0 psf (flat roof snow); Category II;.Exp B; Fully Exp.; Ct= 1 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, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=387, 2=273. Continued on page 2 March 23,2017 ® 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 tniss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building. design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage: For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality.Criteria, DSB-89 and BCSI Building. Component Safety Information available.from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. MiTek` 250 Krug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994092 61701239 AO4A Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:02 2017 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-qq UdgC Um5kA?GTWIsEXo67F4CFU ljrPC?sy5vlzY?47 NOTES - 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2980 Ib down and 450 Ib up at 17-5-12, 604 Ib down and 28 Ib up at 19-5-4 , 604 Ib down and 28 Ib up at 21-5-4, 604 Ib down and 28 Ib up at 23-5-4, 604 Ib down and 28 Ib up at 25-5-4, 604 Ib down. and 28 Ib up at 27-5-4, and 604 Ib down and 28 Ib up at 29-5-4, and 609 Ib down and 23 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: 1-6=-70, 6-10=-70, 2-10=-16 Concentrated Loads (Ib) Vert: 11=-604(B) 13=-2980(B) 19=-604(B) 21=-604(B) 22=-604(B) 23=-604(B) 24=-604(B) 25=-609(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the.overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street,. Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994093 B1701239 AO4B Common Girder 1 2 Job Reference (optional) ProBuild Arlington, r` 0 Arlington,WA 98223 0-q 6-3-3 -0-0 6-3-3 12-0-0 5-8-13 8.00 12 - 4x8 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:04 2017 Page ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-mCcOFuV1 dMQjVmgh_IZGBYL082A4BmSVSARCzBzY?45 16-0-0 17-5-121 23-4-10 241-0-)2 27-10-10 32-0-0 4-0-0 1-5-12 5-10-14 0-8- 3-9-14 4-1-6 3x6 2x4 II 7 3x6 3x6 i 4 3 8 8x8 = 2x4 II • 5x8 = 9 10 3x8 = 17 2x4 II 16 15 19 3x8 = 4x8 14 20 21 2213 23 3x10 11 6x6 6-3-3 12-0-0 16-0-0 17-5-121 22-0-0 33-4-19 6-3-3 5-8-13 4-0-0' 1-5-12 4-6-4 1-4-10 24 12 25 26 1 27 10x10 = 5x12 MT2OHS II 27-10-10 32-0-0 4-6-0 4-1-6 • Scale = 1:69.8 Plate Offsets (X.Y)-- [2:0-8-0.0-0-14]. [6:0-3-0.Edge]. [8:0-4-0.0-2-8]. [10:Edge.0-1-8]. [11:0-5-8.Edge] [13:0-3-0.0-4-01 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 CSI. TC 0.75 BC 0.91 WB 0.81 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.18 13-14 >999 Vert(CT) -0.31 13-14 >999 Horz(CT) 0.11 11 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 423 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 *Except* 11-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 9-12,3-16,3-17,5-18,8-13: 2x4 HF Stud, 7-14: 2x6 DF No.2 8-18: 2x4 DF No.2, 16-18: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=3770/0-5-8, 11=6509/Mechanical Max Horz 2=246(LC 5) Max Uplift2=-324(LC 8), 11=-566(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6137/541, 3-4=-5713/541, 4-5=-5594/576, 5-6=-279/54, 7-8=-512/135, 8-9=-4240/374, 9-10=-4240/374, 10-11=-5814/524 BOT CHORD 2-17=-510/4934, 16-17=-510/4934, 15-16=-666/6439, 15-19=-666/6439, 14-19=-665/6441, 14-20=-659/6392, 20-21=-659/6392, 21-22=-659/6392, 13-22=-659/6392, 13-23=-671/6968, 23-24=-671/6968, 24-25=-671/6968, 12-25=-671/6968 WEBS 8-12=-4655/466, 9-12=-253/100, 5-16=-303/2769, 3-16=-449/164, 14-18=-453/3640, 7-18=419/322, 13-18=-75/1556, 8-18=-7348/827, 5-18=-4484/545, 16-18=-3129/455, 10-12=-621/7094, 8-13=-106/566 Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-9 max.): 8-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 1 Row at midpt 8-18 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: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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.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 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.0psf. 10) Refer to girder(s) for truss to truss connections. Continued on page 2 March 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 iev. 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. • MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994093 B1701239 AO4B Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:04 2017 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-mCcOFuV1 dMQjVmgh_fZGBYL082A4BmSVSARCzBzY?45 NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=324, 11=566. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3242 Ib down and 484 Ib up at 17-5-12, 604 Ib down and 54 Ib up at 19-5-4 , 604 Ib down and 54 Ib up at 21-5-4, 604 Ib down and 54 Ib up at 23-5-4, 604 Ib down and 54 Ib up at 25-5-4, 604 Ib down and 54 Ib up at 27-5-4, and 604 Ib down and 54 Ib up at 29-5-4, and 609 Ib down and 49 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: 1-6=-70, 6-8=-70, 2-11=-16, 8-10=-70 Concentrated Loads (Ib) Vert: 14=-3242(F) 20=-604(F) 22=-604(F) 23=-604(F) 24=-604(F) 25=-604(F) 26=-604(F) 27=-609(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job • B1701239 Truss A05 Truss Type Common Qty 7 Ply 1 4807 S 136th St Lot 3 K2994094 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 vI 0 0-01 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:04 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-mCcOFuV1 d MQjVmgh_fZGBYLTF2Jw8rM VSARCzBzY?45 6-3-3 1 12-0-0 16-0-0 117-5-01 6-3-3 5-8-13 4-0-0 1-5-0 6-3-3 12-0-0 17-5-0 6-3-3 5-8-13 5-5-0 Scale = 1:67.6 Plate Offsets (X.Y)- [2:0-3-9.0-1-8]. [3:0-3-0.0-3-0]. [5:0-3-0.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.42 BC 0.34 WB 0.49 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.04 2-9 >999 240 Vert(CT) -0.09 2-9 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 96 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-8,3-9.4-10: 2x4 HF Stud REACTIONS. (Ib/size) 2=822/0-5-8, 7=730/Mechanical Max Horz 2=289(LC 5) Max Uplift2=-20(LC 8), 7=-83(LC 8) Max Gray 2=822(LC 1), 7=787(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1013/12, 3-4=-548/42, 7-10=-693/110 BOT CHORD 2-9=-87/767, 8-9=-86/769 WEBS 8-10=-87/671, 3-8=-478/108, 4-10=-323/135 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide 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 (flatroof snow); Category II; Exp B; Fully Exp.; Ct= 1 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) 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, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® 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 designparameters and properly incorporate this design into the overall. building. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality. Criteria, DSB-89 and BCSI Building Component Safety Information- available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994095 B1701239 A06 GABLE 1 1 Job Reference (optional) roBuild Arlington, Arlington, WA 98223 11-0-4 1-0-0 3x6 "i 6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:05 2017 Page ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-EPAmTEWfOfYa7wFtYM4VjIth5Sd3wNbfhgBl WdzY?44 15-3-0 10-0 19-6-0 28-0-0 . 32-0-0 15-3-0 6-9-o 3-6-0 8-6-0 4-0-0 3x6 = 3x6 i 12 3x6 -� 14 10 18 20 8.00112 5x8 = 22 23 3x6 = 5x8 = 34 33 32 31 30 29 28 27 15-6-0 26 3x6 = 23-9-0 25 3x8 32-0-0 24 3x6 = 15-6-0 8-3-0 8-3-0 1 1q 0 Scale = 1:69.0 Plate Offsets (X.Y)-- [2:0-3-9.0-1-8]. [6:0-0-4.Edge]. [12:0-3-0,Edge], [22:0-3-9.Edge]. j24:0-3-9,0-1-8] 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 1BC2015/TP12014 . CSI. TC 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.08 25-27 >999 240 Vert(CT) -0.16 24-25 >999 180 Horz(CT) -0.02 27 n/a n/a PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. WEBS 1 Row at midpt 11-27, 13-14, 10-28 JOINTS 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 7) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-133(LC 17) Max Gray All reactions 250 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except 24=634(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=-634/56, 23-24=-874/40, 13-27=-1032/213, 13-16=-977/219, 16-17=-909/199, 17-19=-777/165, 19-21=-685/131, 21-22=-635/111 BOT CHORD 26-27=-79/752, 25-26=-79/752, 24-25=-98/718 WEBS 22-25=-9/436, 23-25=-258/100, 17-25=-307/77, 11-27=-255/0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Fully Exp.; Ct= 1 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) 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=1b) 28=133. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 23,2017 ® 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/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.• MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty. Ply 4807 S 136th St Lot 3 K2994096 B1701239 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 r1-0-0 5-11-7 11-6-0 5-11-7 5-6-9 4x4 = 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:06 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-ibk8gaXH9zgRk4p454bkGzQlTszsfphovUwJ23zY?43 14-6-8 23-0-0 F4-0-01 3-0-8 8-5-8 1-0-0 7-6-0 14-6-8 5x12 = 23-0-0 7-6-0 7-0-8 8-5-8 cr N Scale = 1:53.0 Plate Offsets (X.Y)— [2:0-0-13.Edge]. [3:0-3-9.Edye]. [12:0-3-9.0-1-8]. [17:0-4-12.0-214] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * L 8.0 BCD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl -0.11 2-18 >999 -0.23 2-18 >743 0.07 17 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 118 Ib . FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-17: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 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 atjoint(s) 2, 15, 14, 17 except 16=-145(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=1022(LC 1), 17=1022(LC 1) FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1109/0, 3-4=-1032/115, 4-6=-1198/134, 6-17=-1286/148 BOT CHORD 2-18=-26/907, 17-18=-27/880 WEBS 4-5=-300/34, 3-18=0/683 Structural wood sheathing directly applied or 4-2-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) 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. 10) 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=lb) 16=145. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle . Corona, CA 92880 Job Truss Truss Type Qty Ply . 4807 S 136th St Lot 3 K2994097 B1701239 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:07 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-BnI WtwYvwHoI M EOGfn6zpAz3xGNZoEmx88gsawzY?42 4-3-7 i 8-5-8 4-3-7 4-2-1 2x4 I I 3 4-3-7 8-5-8 4-3-7 4-2-1 I0 0 Scale = 1:36.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 0 BCDL 8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSL TC 0.07 BC 0.15 WB 0.32 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.01 5 >999 240 Vert(CT) -0.02 5 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except' 3-4: 2x6 DF No.2 REACTIONS. (Ib/size) 1=2426/0-5-8, 4=8787/0-3-8 Max Horz 1=145(LC 22) Max Upliftl=-56(LC 8), 4=-678(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2915/65 BOT CHORD 1-6=-96/2373, 5-6=-96/2373, 5-7=-96/2373, 4-7=-96/2373 WEBS 2-5=-40/2928, 2-4=-2893/151 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) 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/ USP WS6 or Simpson SDS 1/4" x 6" wood screws in 1 row(s) spaced at 2-0-0 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; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=678. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, and 1343 Ib down and 43 Ib up at 6-0-0, and 6495 Ib down and 580 Ib 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 Continued on page 2 March 23,2017 ® 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 buildingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply ' 4807 S 136th St Lot 3 K2994097 B1701239 B02 MONOPITCH GIRDER 1 d Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Concentrated Loads (Ib) Vert: 4=-6495(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:07 2017 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-BnI WtwYvwHoI MEOGfn6zpAz3xGNZOEmx88gsaWzY?42 ® 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994098 B1701239 B03 Scissor 7 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:07 2017 Page ID:TZasPCUnFyXNprG Hu3H_Xyn5tu-BnIWtwYvwHoIMEOGfn6zpAzzaGFiOExx88gsaWzY?42 5-9-3 11-3-12 14-7-8 5-9-3 5-6-9 3-3-12 4x8 = 1 7-3-12 7-3-12 1 14-7-8 7-3-12 u0 Scale = 1:49.4 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 DL 8.0 BC [1:0-0-14.0-0-15] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.48 BC 0.66 WB 0.37 (Matrix). DEFL. in (loc) I/defl Ud Vert(LL) -0.20 1-6 >874 240 Vert(CT) -0.37 1-6 >470 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-5: 2x4 HF No.2 REACTIONS. (Ib/size) 1=620/Mechanical, 5=620/Mechanical Max Horz 1=190(LC 5) Max Uplift1=-12(LC 8), 5=-38(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/136, 2-3=-1107/136 BOT CHORD 1-6=-172/1162, 5-6=-65/255 WEBS 2-6=-367/166, 3-6=-108/1002, 3-5=-565/56 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide 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 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) Refer to girder(s) for truss to.truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994099 B1701239 C01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 I -1-0-0 1-0-0 8-3-0 8-3-0 3x6 1 3x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:08 2017 Page ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-f_ru5GYXhaw9_OzSDUeCLOVEv8G7mK5NoPP6yzY?4 16-6-0 117-6-0 1 8-3-0 1-0-0 3x6 8 5 9 J 4 lib", JJ. e e 8.00 12 10 3x6 = 21 20 19 18 16-6-0 16-6-0 17 16 15 14 Scale = 1:35.4 12 N. 13 10 3x6 = 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/iP12014 CSI. TC 0.12 BC 0.06 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d 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 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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 Toad nonconcurrent with any other live Toads. 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) 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. 11) "Semi-rigid pitchbreaks with fixed heels" Member end.fixity model was used in the analysis and design of this truss. March 23,2017 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 andproperly 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. MINIMS MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994100 B1701239 CO2 Common 3 1 Job Reference (optional) roBuild Arlington, Arlington, WA 98223 • 1-r 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:08 2017 Page ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-f_ru5GYXhaw9_OzSDUeCLOVCUfeo7kf5NoPP6yzY?41 1-0-0 4-0-0 4-3-0 4x4 = 0 r 8 12 2x4 3 CAI ICJ *11.00 w. 4-3-0 2x4 i 5 4-0-0 1-0-0 7 Iv 3x6 8-3-0 8 3x8 8-3-0 16-6-0 8-3-0 3x6 Scale = 1:36.6 Plate Offsets (X.Y)- [2:0-3-9,0-1-8], [6:0-3-9.0-1-8] 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 0.21 BC 0.47 WB 0.15 (Matrix) 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 Stud REACTIONS. (Ib/size) 2=776/0-5-8, 6=776/0-5-8 Max Horz 2=-109(LC 6) Max Uplift2=-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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 propedy 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street,. Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 ' K2994101 B1701239 DO1 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 -1-0-0 1-0-0 7-6-0 7-6-0 4x4 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:09 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7APHIcZ9Su20cYYenC9Rub2PZ34BsDaEcS9zfOzY?40 15-0-0 16-0-0 I 7-6-0 1-0-0 8.00 12 I VAAA PAPAOA PIVA � �A�AA��AA��AAAA��AAPAA�.�P•k• V VMMIAO a lKV 2 3x6 7-6-0 15-0-0 9 ]o 3x6 7-6-0 7-6-0 Scale = 1:33.4 Plate Offsets (X Y)— [2:0-0-13 Edge]. [8:0-0-13.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 . BCDL 8 0. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 9 n/r 180 Vert(CT) -0.00 8 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib " FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 lb 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. 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Fully Exp.; Ct= 1 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) 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. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994102 B1701239 F01 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 6-3-0 6-3-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:09 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7APHIcZ9Su20cYYenC9Rub2N234asDMEcS9zfOzY?40 12-6-0 13-6-0 6-3-0 1-0-0 3x6 MOM AAAA/._ •11 M:A4 11AA••AAA••A411•11 �� E•1•:AA1k:014 4.00 12 6-3-0 6-3-0 12-6-0 3x6 6-3-0 Scale = 1:28.6 Plate Offsets (X Y)-- [2:0-0-13.Edge]. [6:0-0-13 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSL TC 0.22 BC 0.12 WB 0.06 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 7 n/r Vert(CT) -0.00 7 n/r Horz(CT) 0.00 6 n/a L/d 180 120 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 Stud 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=358(LC 1), 8=358(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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 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 into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994103 B1701239 F02 Scissor 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:10 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-bMzf WyaoDCBsDh7rKvggQpbO WrLgbdNOg6u WBrzY?4? 6-3-0 1 12-6-0 1 13-6-0 1 6-3-0 6-3-0 1-0-0 4x4 = Scale = 1:28.4 0° 111411.1! 4.00 12 - 6-3-0 12-6-0 6=3-0 6-3-0 Plate Offsets (X.Y)-- [2:0-0-13.Edge]. [4:0-0-13.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.10 4-6 >999 240 Vert(CT) -0.18 4-6 >793 180 Horz(CT) 0.06 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift2=-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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ®WARNING - Verity desi nparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE US . fY 9 E 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 chordtmembers only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building. Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994104 B1701239 F03 Common Girder 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:10 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xynstu-bMzf WyaoDCBsDh7rKvggQpbMOTH WbS_Og6u WBrzY?4? 1 -1-0-0 6-3-0 I 12-6-0 1-0-0 6-3-0 6-3-0 4x6 11 8.00 12 4x6 = 6 7 5 8 9 =, 4x10 II 6-3-0 12-6-0 4x6 = 6-3-0 6-3-0 1 Scale = 1:28.0 LOADING (psf). TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 0 BCDL 8. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.98 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=5109/0-5-8, 2=4078/0-5-8 Max Horz 2=81(LC 23) Max Uplift4=-132(LC 9), 2=-121(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2-3=-4837/137, 3-4=-4832/135 BOT CHORD 2-6=-65/3905, 6-7=-65/3905, 5-7=-65/3905, 5-8=-65/3905, 8-9=-65/3905, 4-9=-65/3905 WEBS 3-5=-63/4949 Structural wood sheathing directly applied. 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 0-9-0 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 providedto 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 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) Provide mechanical. connection (by others) of truss to bearing plate capableof withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=132, 2=121. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, 1343 Ib down and 43 Ib up at 6-0-0, 1343 Ib down and 43 Ib up at 8-0-0, and 1343 Ib down and 43 Ib up at 10-0-0, and 1349 Ib down and 37 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 Continued on page 2 March 23,2017 ® 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 temporaryand permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. U. MiTek" 250 Klug Circle. Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994104 B1701239 F03 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 4=-1.349(6) 5=-1343(B) 6=-1343(6) 7=-1343(B) 8=-1343(B) 9=-1343(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:11 2017 Page 2 ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-3ZX1jHbQ_VJjrril udBvz07XmtdIKvEX3me4j HzY?4_ ® 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.. For general guidance.regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information' available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994105 B1701239 G01 Common Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, -1-0-0 1-0-0 Arlington,WA 98223 6-0-0 6-0-0 1 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:11 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3ZX1jHbQ_VJjrril udBvz07k3tmLK7pX3me4jHzY?4_ 12-0-0 13-0-0 I 6-0-0 1-0-0 Scale = 1:23.0 3x6 = 10 2x4 11 9 2x4 II 12-0-0 8 2x4 11 3x6 = 12-0-0 I0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 80 BCDL 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 0.06 (Matrix) DEFL. in (loc) l/defl Ud 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 Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-28(LC 11) 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 (lb) 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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, orconsult 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface.with truss chord at joint(s) 2, 6. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information. available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994106 81701239 G02 Common 1 1 Job Reference (optional) ProBuild Arlington, -1-0-0 1-0-0 Arlington,WA 98223 6-0-0 6-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:11 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-3ZX1jHbQ_VJjrril udBvz07aotimK6wX3me4jHzY?4_ 12-0-0 1 13-0-0 6-0-0 - - 1-0-0 Scale = 1:23:0 1 6-0-0 6-0-0 12-0-0 6-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 0 BCDL 8. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.33 WB 0.12 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.04 4-6 >999 240 Vert(CT) -0.08 4-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-803/0, 3-7=-747/2, 3-8=-747/0, 4-8=-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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4: 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to:prevent collapse with possible personal injury and properly damage: For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality. Criteria,. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street,. Suite 312, Alexandria, VA 22314. • MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 ' K2994107 B1701239 H01 Common Structural Gable 1 1 Job Reference (optional) ProBuild Arlington, M c Arlington, WA 98223 -1-0-0 1-0-0 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:12 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-XI5Pxdb2lpRaT?HDSKi8WEgtVH783ZngI QNd EjzY?3z A-2-0 8-4-0 I 9-4-0 4-2-0 4-2-0 1-0-0 8.00 12 2x4 II 4x4 = 3 2x4 11 =; 2x4 II 6 2x4 II 2x4 II 4x6 = 4-2-0 4-2-0 1 4x6 = 8-4-0 4-2-0 Scale = 1:21.6 n 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * 80 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 CSI. TC 0.27 BC 0.06 WB 0.08 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.00 6 >999 Vert(CT) -0.01 2-6 >999 Horz(CT) 0.00 4 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-22(LC 8), 4=-22(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-377/11, 3-4=-377/10 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate. Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994108 B1701239 H02 Common 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 cn 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:12 2017 Page ID TZasPCUnFyXNprGIHu3H_Xyn5tu-XI5Pxdb2lpRaT?HDSKi8WEguIH5m3aKgIQNdEjzY?3z -1-0-0 1 4.2.0. 1 7-7-8 1 1-0-0 4-2-0 - . 3-5-8 4x4 = 1 4-2-0 4-2-0 1 7-7-8 3-5-8 O Scale = 1:21.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 80 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 0.15 WB 0.05 (Matrix) DEFL. in (loc) 1/defl Vert(LL) -0.01 2-6 >999 Vert(CT) -0.03 2-6 >999 Horz(CT) 0.00 5 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-5: 2x6 DF No.2 REACTIONS. (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 7) Max Uplift2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or lessexcept 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) 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, 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality. Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994109 B1701239 HRK Rafter 1 1 Job Reference (optional) roBuild Arlington, Arlington,WA 98223 -1-5-0 1-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:13 2017 Page ID:TZasPCUnFyXNprGIHu3H Xyn5tu-?xfn8zcgW7ZR49sQ02DN2RD5egSLoOGgW47An9zY?3y 4-9-15 4-9-15 3x4 4-9-15 4-9-15 rn 0 Scale = 1:17.1 Plate Offsets (X Y)-- [2:0-2-8.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8.0 BCDL SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.12 BC 0.00 WB 0.00 - (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.02 2-3 >999 Vert(CT) -0.02 2-3 >999 Horz(CT) -0.00 3 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=159/Mechanical, 2=278/0-4-9 Max Horz 2=74(LC 10) Max Uplift3=-57(LC 10), 2=-50(LC 10) Max Gray 3=187(LC 16), 2=287(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and, required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 3) Unbalanced snow loads have been considered for this design. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 47 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. 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 March 23,2017 ® 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 budding 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 92880 Job Truss Truss Type . Qty Ply 4807 S 136th St Lot 3 K2994110 B1701239 J01 Jack -Partial 1 1 - Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 t` 0 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:13 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-?xfn8zcgW7ZR49sQ02DN2RD46gQoo0Ggw47An9zY?3y 1-1-9 1-10-15 3-5-8 1-1-9 0-9-7 1-6-9 1-10-3 1-10-3 1-105 0412 3-5-8 1.6-9 lco 0 Scale: 1"=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 0.15 BC 0.16 WB 0.00 (Matrix) DEFL. in (loc) 1/deft 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: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 3=71/Mechanical, 2=193/0-3-8, 4=26/Mechanical Max Horz 2=50(LC 8) Max Uplift3=-41(LC 8), 2=-5(LC 8) Max Gray 3=71(LC 1), 2=227(LC 14), 4=58(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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 39 Ib up at 1-10-3 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=-39(F) March 23,2017 ® 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. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MB -11 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 - K2994111 B1701239 J02 JACK 4 1 Job Reference (optional) rottuna ng on, rlington,WA 98223 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:14 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-T8DALJdI HQhI iJRcZIkcbflF W4nBXTWzIkskJczY?3x 3-5-8 1-0-0 3-5-8 1 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets_()( Y)-- [2:0-1-11.0-2-3j 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 CSL TC 0.18 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/deft 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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 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 Uplift3=-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 Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 A WARNING - Verify design parameters end READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994112 B1701239 J03 JACK 11 1 Job Reference (optional) ProBuild Arlington, aArlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:14 2017 Page I D:TZasPCU n FyXNp rG I Hu3 H_Xyn5tu-T8DALJd I HQ h I iJ RcZIkcbfl F E4o7XT WzIkskJ czY?3x -1-0-0 - , 1-11-8 1-0-0 1-11-8 1-11-8 1-11-8 Scale = 1:12.4 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 * DL 8.0 BC SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TP12014 CSI. TC 0.13 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud 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 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-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 sheathingdirectly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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, 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 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 onlywith MiTeke connectors This dein is g design 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 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 ' K2994113 B1701239 J04 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 8.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:14 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-T8DALJdI HQh I iJ RcZIkcbflGO4oDXT9zIkskJczY?3x 3-5-8 3-5-8 2x4 II 3 2x4 11 4 Ad• 3x4 = 6 2x4 11 5 2x4 11 Scale = 1:17.5 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 0.12 BC 0.02 WB 0.02 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 5=40/3-5-8, 2=163/3-5-8, 6=153/3-5-8 Max Horz 2=68(LC 5) Max Uplift5=-9(LC 5), 2=-2(LC 8), 6=-31(LC 8) Max Gray 5=42(LC 16), 2=188(LC 14), 6=153(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994114 B1701239 SO1 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 4 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:15 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-yKnYZfew2kp9KT0o7SGr7sI S2U8yGwm7_OcHr2zY?3w t- .,1 1-10-15 0-1-1 3x4 = 1-10-15 3 1-10-15 210-p 0-1-1 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 8 BCDL .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 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1-3 >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 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Horz 1=36(LC 8) Max Uplift2=-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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 23,2017 ® 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 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 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street,Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St. Lot 3 ' K2994115 B1701239 X01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 N 9 O 4-11-12 4-11-12 5x8 = 12 1`z3 1 2x4 I I 3 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:15 2017 Page ID:TZasPCUnFyXNarGIHu3H_Xyn5tu-yKnYZfew2kp9KT0o7SGr7sIIFUxUGk27 OcHr2zY?3w 9-7-12 14-7-8 4-8-0 4-11-12 3x4 = 1:5Z9 1:R3 4 L1 lm 5x8 = 56 11 13 12 3x6 11 14 1510 16 10x10 = 1 4-11-12 4-11-12 17 18 9-7-12 9 8x8 19 14-7-8 20 87 3x6 II 4-8-0 4-11-12 Scale = 1:58.7 Plate Offsets (X.Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8 0 [2:0-2-8,0-1-12).[5:0-2-8.0-1-12].[9:0-2-8,0-4-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.69 BC 0.85 WB. 0.81 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.07 10-11 >999 240 Vert(CT) -0.12 10-11 >999 180 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 143 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 2-11,5-8: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 11=2996/Mechanical, 8=3258/Mechanical Max Horz 11=247(LC 7) Max Upliftl 1=-434(LC 4), 8=-468(LC 5) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-2422/385,.2-3=-1111/159; 3-4=-1111/159, 4-5=-1115/161, 5-8=-2427/386 BOT CHORD 10-16=-227/1115, 16-17=-227/1115, 17-18=-227/1115, 9-18=-227/1115 WEBS 2-10=-390/2513, 3-10=-340/85, 4-9=-344/169, 5-9=-392/2523 2-0-0 oc purlins (6-0-0 max.): 1-6, except end verticals. Rigid ceiling directly applied or 9-6-6 oc bracing. 1 Row at midpt 2-11, 5-8, 3-10, 4-10, 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. ll; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11=434, 8=468. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 Ib down and 99 Ib up at 1-8-4, 714 Ib down and 99 Ib up at 3-8-4, 714 Ib down and 99 Ib up at 5-8-4, 714 Ib down and 99 Ib up at 7-8-4, 714 Ib down and 99 Ib up at 9-8-4, and 714 Ib down and 99 Ib up at 11-8-4, and 714 Ib down and 98 Ib up at 13-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 March 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4807 S 136th St Lot 3 K2994115 B1701239 X01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 7-12=-16 Concentrated Loads (Ib) Vert: 9=-714(B) 13=-714(B) 15=-714(B) 16=-714(B) 18=-714(B) 19=-714(B) 20=-714(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 23 15:39:15 2017 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-yKnYZfew2kp9KT0o7SGr7sl I FUxUGk27_OcHr2zY?3w ® 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 tmss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, .VA 22314. MiTek 250 Klug Circle Corona, CA 92880 Symbols PLATE ci LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x, y indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths (Drawings not to scale) ® General Safety Notes Failure to Follow Could Cause Property P y Damage or Personal Injury I offsets are r��= Dimensions are in ft -in -sixteenths. 1114k Apply plates to both sides of truss and fully embed teeth. CD y c -i mm c Sao TOP CHORD �Nc� rug nT c2 220 1 2 3 TOP CHORDS 1. Additional stability bracing for truss system, e.g. diagonal or X-bracin 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For C1-2 cz-s �� 0'16 1111111111)%44 � o • pbracing = U a p TO 1 wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor 1 should be considered., 3. ackr 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. * Plate software PLATE 4 LATERAL BEARING For 4 x 2 orientation, locate plates 0 'rid' from outside edge of truss. This symbol indicates the BOTTOM CHORDS 8 7 6 5 ARE GENERALLY NUMBERED/LETTERED CLOCKWISE THE TRUSS STARTING AT THE JOINT FARTHEST LEFT. AND WEBS ARE IDENTIFIED BY END JOINT CODE APPROVALS -ES Reports: -1311, ESR -1352, ESR1988 -3907, ESR -2362, ESR -1397, ESR -3282 are designed for wind loads in the plane of the unless otherwise shown. design values are in accordance with ANSI/TPI 6.3 These truss designs relyon lumber values g by others. © 2012 MiTek® All Rights Reserved required direction of slots in location x II connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION , Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but •10 reaction section indicates joint 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable 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. number where bearings occur. Min size shown is for crushing only. I• iTe MiTek Engineering Reference Sheet: MII-7473 i rev. 10/03/2015 Industry ANSI/TPI1: DSB-89: National Design Specification for Metal Standards:le Plate Connected Wood Truss Construction. Design Standard for Bracing. Guide toBCSI: BuildingComponent SafetyInformation, Good Practice foHandling, Installing & Bracing of Metal Plate Connected Wood Trusses. 1. --=-.environmental, 1(e 0) - 0) (0co. 0co. 3333 -o -ov D (n. (n to vi O 0 0 0 7 7 7 7 1-222 CC C C N Na) 0) N OD 0) CO CO 1 N O O O a a 0) a 0 o O 0 A - A .- A 02 00 O) 00 X X = X () () X O P Co 0 CO 0 O O 0 0 W N .1j. O) O O 0 0 O) O O a a a O 0 0 00 ▪ A - O) A - 0 N co to x x x ca w c`) O O 01 O o o O O O o O • 0 d 12 0 a C fn c 0 a o.0 m 0. 0 -n 0) (n 0 7 0 0 0 7 7 0 0 0 fn 3 3 4) wmpeId eo uind •Jo;e3ipui pue 4-00-00 m HUS 1-11-04. HUS26 HUS26 H02(3 HGU 26 HUS.6 Nr.HUS.6 DI\ HGU 26 8/12 1 1 8/12 HUS26 0 CO w 0 N /I. O. O w C/12• I 18/1 J O0 00 J04 C01 0 3-06-00 16-06-00 15-06-00 4-00-00 41-00-00 Id PROUgo 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDER : Cary lang const. Subdiv LOT: #3 PROJECT : LS2-2825 -3 Lot 3 macadam MODEL : LS2-2825 -3 Lot 3 JOB #: B1701239 ADDRESS: 4807 S 136th St, Tukwila, WA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual designsheets foreach truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is -the responsibility of the building designer. For a general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 D D 0 0 a 0 0 0 0 a a 0 0 0 0 0 0 0 Geotechnical Engineering Report Three Residential Lots S 136th Street Tukwila, Washington P/Ns 1523049312 -15230493 REVIEWED FOR CODE CE APPROVED MAY 0 4 2011 anuary 26;2017 /\\N 3-1 prepared for: /1 �I1� Cary,Lang Construction Attentions;@ary Lang 5 298124 Ave SE Federal Way, Washington 98023 • City of Tukwila ILCING.DM w prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P846 -T17 RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER NI-ciocof T l -i TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 7 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 " 1 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 -� 4.2 Spread Footings 8 L, 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 10 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non-organic Onsite Soils 5 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 Log of Test Pits TP -1 and TP -4 A -2...A-5 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 January 26, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Three Residential Lots S 136th Street Tukwila, Washington P/Ns 1523049312 -1523049314 MGI Project P846 -T17 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential developments 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 three adjacent, equidimensional residential parcels located along the south side of S 136th Street in the Foster neighborhood of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are currently undeveloped, with each lot encompassing a total area of 0.19 acres. It is our understanding that the southernmost ± 26 feet of each parcel will be designated as wetlands, and will be left in its natural vegetative state throughout the course of development. Improvement plans involve the clearing/stripping of the three parcels, and the construction of a single-family residence within the confines of each residential lot. Page 1 of 12 0 D 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA January 26, 2017 Geotechnical Engineering Report P846 -T17 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 6, 2017. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Four test pit explorations (designated TP -1 through TP -4), advanced on January 6, 2017; • Two grain -size analyses performed on soil samples collected from our subsurface 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 the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 TP -3 TP -4 South end of project area; contact between westernmost and central lots South end of project area; contact between easternmost and central lots Centrally, east side of easternmost lot Northeast corner of easternmost lot 8 10 3 3 The specific number 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 -tired backhoe 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 undulating, our logs indicate the average contact depth. We estimated the relative density and Migizi Group, Inc. Page 2 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 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 log. Summary logs of our explorations are included as Figures A-2 and A-5. 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 three adjacent, equidimensional residential parcels located along the south side of S 136th Street in the Foster neighborhood of Tukwila, Washington. The parcels are elongated from north to south, extending approximately 130 feet along this orientation, and span ± 65 feet from east to west; encompassing a total area of 0.19 acres individually. The project area is located immediately southeast of the intersection of Macadam Rd S and S 136th Street, in a moderately populated residential area. The parcels are currently undeveloped, being bordered by developed residential sites to the east and west, and an undeveloped residential parcel to the south. The project area is gently to moderately sloped, generally descending from west to east at an average gradient of 15 percent. A total elevation change of approximately 20 feet is observed over the extent of the three parcels, with localized gradients becoming more gently sloped towards the easternmost of the three lots. The subject parcels are currently vegetated with a thick growth of tall grasses, blackberry bushes and other brush, transitioning to a mature woodland immediately to the south. During our site reconnaissance, we observed that the project area was utilized as a dumping ground for local residences; with occasional paint cans, rubber tires, buckets and other forms of refuse being encountered adjacent to test pit exploration TP -2. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. It is our understanding that the undeveloped parcel to the south is a designated wetland area, with preliminary improvement plans having the southernmost ± 26 feet of each lot being relegated for this purpose as well. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a surface mantle of sod/topsoil, underlain by native recessional outwash deposits and glacial till soils. Tukwila, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tukwila area are either directly associated with, or have been physically altered by the Vashon glacial event. Outwash soils generally consist of variably Migizi Group, Inc. Page 3 of 12 LJ n n Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 consolidated sands and gravels deposited along meltwater streams/rivers during the latter end of a glacial event, during an extended period of ablation, and regression of glacial ice. Less commonly, recessional outwash deposits can be comprised of silty sand and silt, in instances where outwash channels become stagnant due to topographic conditions. Along the Puget Sound area, recessional outwash is generally directly underlain by glacial till soils. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition. n Fine-grained recessional outwash was encountered in all of our test pit explorations within one to two feet of existing grade. This material was typically heavily mottled, moderately consolidated, and comprised of silt. This soil group extended 6 to 8 feet below existing grade; being directly underlain by glacial till deposits. Glacial till soils, as encountered on site, consisted of dense, gravelly silty sand. In test pit exploration TP -1, the uppermostfoot of glacial till deposits was more moderately consolidated; being highly weathered. Glacial till soils were encountered through the termination of our two deeper explorations (TP -1 and TP -2); a maximum depth of 10 feet below existing grade. LJ fl j In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qvr, or Vashon-aged recessional outwash. Oursubsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in any of our subsurface explorations, which extended to a depth of 10 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 12' to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will not be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions Based on our field observations and grain size analyses (presented in Table 2, page 5), it's evident that native soils consist of slowly permeable to relatively impermeable fine-grained soils within 2 feet of existing grade; extending to upwards of 8 feet below ground surface elevations. Underlying this material, we encountered glacial till soils, which extended through a minimum depth of 10 feet; the termination depth of our deepest subsurface explorations. This soil group is generally considered an impermeable surface by most stormwater design manuals. Migizi Group, Inc. Page 4 of 12 0 0 0 0 D a 0 a D a a 0 a 0 0 0 0 a Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 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 To Medium • Sand % Fine Sand % Fines Dio TP -2, S-1, 3 feet TP-1, S-1, 31 feet 0 0 0 0 0.2 0 4.1 1.7 5.4 19.0 90.2 79.2 -- -- Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project. Site produced stormwater should be managed through dispersion, or other appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 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 = 1.490 g SMS = 1.490 g SDs = 0.993 g Si = 0.558 g SMI = 0.837 g SD] = 0.558 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.99 g and Sa at a period of 1.0 seconds is 0.56 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. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. Migizi Group, Inc. Page 5 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the three parcels, and the construction of a single-family residence within the confines of each residential lot. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. We anticipate that adequate bearing soils will be encountered within two feet of existing grade existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on properly compacted structural fill at least 2 feet thick. We anticipate that adequate bearing soils will be encountered within two feet of existing grade. 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). 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. Migizi Group, Inc. Page 6 of 12 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 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 exploration indicates that the organic horizon can reach thicknesses of up to 24 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect that site excavations will predominately encounter moderately consolidated silt, which can be readily excavated using standard excavation equipment. Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence 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. • Recessional Fine -Grained Soils: Underlying a surface mantle of sod and topsoil, native soils were encountered; generally consisting of silt and silty sand. 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. Migizi Group, Inc. Page 7 of 12 fl Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed "-1 residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. n 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. n JBearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads that are at least 3 feet thick which bear on the soils v; just described. We anticipate that adequate bearing subgrades will be encountered within 2 feet of existing grade, within the fine-grained recessional outwash soils. fl J r Lj 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. J Migizi Group, Inc. Page 8 of 12 Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of tJ 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. —1 Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of r� approximately 50 feet. ", r LJ n Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on properly compacted structural fill at least 2 feet thick. We anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it 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. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. Migizi Group, Inc. Page 9 of 12 Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 44 Drainage Systems In our opinion, the proposed residences should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base LJ of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. '-1 Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 4.5 Structural Fill fl 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. n L n fl 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 10 of 12 Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 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 J 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. J 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: j • 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 11 of 12 D 0 0 0 0 a 0 0 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 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. PYJLOIA- Zach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 N z 0 0 0 0 0 N z 0 0 0 ID TOPO! map printf on 01/11/17 froni"Untied.tpo" 122°20.000' W 122°19.000' W 122°18.000' W 122017.000' W 122°16.000' W 122°15.000' W. Ring 1.11 ONG \\INT.1111 4#1 X11 III 61104161. rP WGSB4122°13.000' W z 0 0 0 0 N z 0 0 0 22°20.000' W 122°19.000' W 122°18.000' W 122°17.000' W 122016.000' W 1411 o MO El r )0111113S . 3iTaah+FthTent?003NtiaraiGr;.pc(ms..,, Up) Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 0 3 122°15.000' W S 136th Street Tukwila, Washington P/Ns 1523049312 - 1523049314 Topographic and Location Map WG584 122°13.000' W z 0 0 0 m N FIGURE 1 P846 -T17 11 N TEST PIT LOCATION TP -1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www. migizigroup.com PROJECT: S 136th St Tukwila, Washington SHEET TITLE: Site and Exploration Plan DESIGNER: CRL DRAWN BY: CRL CHECKED BY: CRL DATE: Dec. 2, 2016 JOB NO. P846 -T17 SCALE: NTS FIGURE:2 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS a 0 0 0 0 0 D 0 0 0 0 0 D a 0 0 m z 0 z z z z 0 J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW :•wi AP:WELL •1' GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o• . ?.: o •D: q { POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION LARGER THAN NO. 4 SIEVE GRAVELS WITH GM ° ° c SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILTIS < MIXTURES OVER 15% FINESGC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW ':•:•:' t 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 ••' • . . SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC 1 •• . CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50CL A 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 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 "M ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, ,,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value 1 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial ill Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability E Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 jik MIGIZI (11111i GROUP I D 0 C D D Migizi Group, Inc. PO Box 44840 �Ilu; Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NUMBER P846 -T17 DATE STARTED 1/6/17 COMPLETED EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 PROJECT NAME Three Residential Lots PROJECT LOCATION S 136th Street, Tukwila, WA 1/6/17 GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB NOTES AT END OF EXCAVATION — AFTER EXCAVATION — a� w v 0.0 v) 0 v) =0 a0 0 MATERIAL DESCRIPTION 2.5 5.0 7.5 GB S-1 GB S-2 GB S-3 Sod and topsoil 0.8 SM 2.5 (SM) Orange/brown fine silty sand (loose, moist) (Recessional Outwash) ML 6.0 (ML) Blue/gray mottled silt (medium stiff, moist) (Recessional Outwash) Grades to light brown at 3.5 feet SM SM (SM) Light brown silty sand with some gravel (medium dense, wet) (Weathered Glacial Till) 7.0 8.0 (SM) Light brown silty sand with gravel (dense, moist) (Unweathered Glacial Till) No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 8.0 feet. 0 D 0 D 0 0 0 0 0 D 0 a 0 0 0 0 0 M ', .Ijli, Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 Tacoma, WA 98448 PAGE 1 OF 1 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CUENT Cary Lang Construction PROJECT NAME Three Residential Lots PROJECT NUMBER P846 -T17 PROJECT LOCATION S 136th Street, Tukwila, WA DATE STARTED 1/6/17 COMPLETED 1/6/17 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — p DEPTH o (ft) SAMPLE TYPE NUMBER U I GRAPHIC LOG MATERIAL DESCRIPTION - - - 2.5 GB S-1 "' ,.. , .'2.0 Sod and topsoil ML (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2.5 feet Grades to gray/brown at 5 feet 8.0 - - 5.0 7.5 _ - - - - 10.0 • GP° `' 0 �\-°i8.5 (GP) Gray gravel with sand (medium dense, wet) (Recessional Outwash) SM (SM) Gray silty sand with gravel (dense, moist) (Unweathered Glacial Till) 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs 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 10.0 feet. 11 0 0 0 0 G 0 7 a. 1- a ctSw 0) 0. a F z z 0 m 0 z co a co La F- a 0 h W D N y w 0) La u) M L 0 0 a 0) LL N 0 H S 00 LL O >- 0 U Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP -3 PAGE 1 OF 1 Figure A-4 CLIENT Cary Lang Construction PROJECT NAME Three Residential Lots PROJECT NUMBER P846 -T17 PROJECT LOCATION S 136th Street, Tukwila, WA DATE STARTED 1/6/17 COMPLETED 1/6/17 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe GROUND WATER LEVELS: AT TIME OF EXCAVATION LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION NOTES AFTER EXCAVATION — w 0.0 U vi U_ -0 0 MATERIAL DESCRIPTION Sod and topsoil 1.1 ML 2.5 3.0 (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2 feet 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 3.0 feet. Q D 0 0 0 0 d 0 0 D D D 0 o 0 - 1/11/17 13:35 - C:\USERS\JESSICA\DESKTOP\TEST PITS AN COPY OF GENERAL BH / TP LOGS - FIGURE.GD Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction TEST PIT NUMBER TP -4 PAGE 1 OF 1 Figure A-5 PROJECT NAME Three Residential Lots PROJECT NUMBER P846 -T17 PROJECT LOCATION S 136th Street, Tukwila, WA DATE STARTED 1/6/17 COMPLETED 1/6/17 EXCAVATION CONTRACTOR Owner -Operator EXCAVATION METHOD Rubber Tired Backhoe LOGGED BY ZLL CHECKED BY JEB NOTES GROUND ELEVATION TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION - AT END OF EXCAVATION — AFTER EXCAVATION — 2.5 w 00 2z cn vi U • vi °-o 1.0 Sod and topsoil MATERIAL DESCRIPTION ML 3.0 (ML) Blue/gray mottled silt (medium stiff, wet) (Recessional Outwash) Grades to moist at 2 feet No caving observed No groundwater seepage observed The depths on the test pit Togs 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 3.0 feet. J Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0067 / D17-0068 / D17-0069 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 136th Street and adjacent to 4801, 4807, & 4815 — S. 136th Street. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this f l day of /4W 2017. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that t is the person who appeared before me, and said'person acknowledged that he signed this instrument, on at state that he was authorized to execute the instrument and acknowledged it as the (4'v of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 1,1/ h rAtivite, Notary Public in ad fox {he State of Washington residing at , 0 /411 11 i My appointment expires I 011 70 DATED this / ( day of GRANTEE: CITY of TUKW4., A 436 By: Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2017 On this day, before me personally appeared BOB GIBERSON 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 • Name: e �(l(Kt < NOTARY PUBLIC, in and for the State of Washington, residing at /( r I cc My commission expires: c��la-0110Y 0 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0068 DATE: 04/03/17 PROJECT NAME: MACADAM LOT 3 SITE ADDRESS: 4807 S 136TH ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 1T AUC. %fie Building Division iT IT bt C 1-4-5"1 5 7 Public Works Ii_�M kM Fire Prevention Structural ❑ Planning Division 111T Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 04/04/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions ❑ Denied (corrections entered1--j(in Reviews) (ie: Zoning Issues) Notation: & CfLrY 05/02/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 Rtc # 0036'1151 CERTIFICATE OF SEINER AVAILABILITY-/ NON AVAILABILITY Commercial: $ 100.00 Residential: $ 50.00 11). Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A:.(To B.e Completed}By,Applicant..) Purpose of Certificate: Building Permit j Short Division [Preliminary Plat or PUD 0 Rezone 0, Other Proposed Use: 0 Commercial Residential,SingI Family r `; Residential O; Other Applicant's Name 4 L4/ Com we Phone Number 206-V-3665 Property Address Legal Description (Attach Map and legal Description if Necessary ); Tax Lot Number /S? 3c .l3 f3 Part B: (To be Completed by Sewer Agency ) 1. OR a. ASewer Service will be provided byside sewer connection only .to an existing 6 size sewer feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: 0 (1). Fi feet of sewer trunk or lateral to reach the site; and/or .......... 0. (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 plan, RECEIVED OR 0 b. The sewer system improvement will require a sewer comprehensivggWe m 4 W I LA 3. a. The proposed project is within the corporate limits of the District, or haste r(3�a?T I Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval -will be necessary to provide service. PERMIT CENTER 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ f.'/b33,ac SFC: $ Unit: $ (Subject to Change on January 1st) SS Permit $ Total $ /00 c.a `1/33 oc) o R.. c .6.4 ) Either a King County/METRO Capacity Charg SWSSD or Midway Sewer District Connection C arge maybe ue upon connection to sewers. b. Easements: c. Other Required b11.cZXo 0 May be Required cs 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title v $ lhl�tGlG� Date ��� 4//Zo1-7 1 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NONAVAILABILITY 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 referenced herein ("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 De.partment of PublicHealth, City of Se.attle, City of Tukwila, City of &den and/or City of Sea -rat. 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 benefitiary .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 notbe relied upon as the Districts guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3.. . As .ofthedate of theDistricts sigriature on this Certifitate, the -District represents that sewer service is available to the Property through sewersysterns that exist orthatmay be extended byth,e applicant. The ,District makes to other express or implied, including without limitation that the applicant will be able to obtain the necessary permits„ approvals and authorizations from King, County, City of Seattle, City of Tukwila, City of Burien, City of Seatac 'or any other governmentalage.ncy before the applicant can. utilize the sewer service which is the 'subject of this Certificate. 4. If the District Ot the applicant must exteridtheDistriCt'S sewer system toprovide .sewer senticetothe Propertyithe District or:applicant maybe required'to obtain from the a.ppropriate,governmental agency thenecessary permits, approvals and authorizations. in addition, the governmental agency may establish requirements that must be satisfied as a. condition of granting any such permits, approvals or authori2ations, which maymakeimpractical or impossible the provision of sewer services to the Property. 5. Application .forand 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 apptiCation, ancl-COmpliance with federal:, state, local .anti District laws, ordinances, policies, and/or regulations :in effect at the time of such application. I acknowledgethat 1 have received the Cettifkate of Sewer Availability/Non -Availability and this attachment an:dfully-understand the termand onditions herein.' Applicant's signature Date Reset Form Print Form Ci of Tukwila Depart nt of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov l.L'K11rfl..A1L' Vr WAIL{.K AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): .® I36 s -amulet, i`1 A- f/ -x I- 152_32'f'73/3 Owner Information Agent/Contact Person Name 4/e. ., ., - -s+--L ; ' ,Name: C7 r �� 6/...5„___ d.9^ _ L _ Address: ., -- Address: 2 qi. j ---2 q 74_,,,,e 5,. re , ( t<A, Phone: 206--1%3 —6 or Phone: `ZP6—e(2 ? —SO j' 6 This certificate is for the purposes of: Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat 0 Rezone O Short Subdivision ❑ Other t•tt i I ,, Estimated number of service connections and water meter size(s): 1 hVL C� � Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Owner/Agent Signature /f// Date Part B: To be completed by water utility district 1. The proposed project is within 2. 174 No improvements required. TUKI LA/Kr.r (city/county) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: I/A (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water residual for a duration of 2 hours at a velocity of 5. Water availability: Acceptable service can be provided to this pr c be rovided and will be available at the site with a flow of t 1� gpm at 20 psi fps as documented by the attached calculations. H C E 1 UE CITY OF TUKWILA o Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. MAR 3 0 2017 PERMIT CENTER I hereby certify that the above information is true and correct. DV1 c rotrrc it 125 DX4i t l By Agency/Phone 2%c -242- 954 Date EXP—t 5 �3�g-15) Attac:hmel to Certificate of Water Availability King County Water District No. 125 The following to 3s and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date �� l Date 3 -9 -IT CARY LANG CONSTRUCTION Home Espatiiol Contact 4 Search L&I Page 1 of 2 A -L Index Help My L&i Safety & Health Claims & Insurance Workplace Rights Trades & Licensing 0 Washington State Department of Labor & Industries 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 License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no, 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance INTERNATIONAL INSURANCE COMPAN Policy no. 1G06C004381-00 $1,000,000.00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 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. Help us improve httns://secure.lni.wa.gov/verify/Detail.asnx?UBI=601231391 &T,TC=CARYT,CT101 C)F&SAW= 5/5/7017 CARY LANG CONSTRUCTION j- C License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account representative T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 ©� Washington Stale Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SA W= 5/5/7(117 0 O J Layout Name: 4801-4807-4815—S 136th Street (LANG Construction)\CADD\Drawings\4807—C1.dwg L: \Working\R17380 Han Phan E N) Mar 26, 2017 — OHP / • / • • • • /' CO (OHP — S. 136TH STREET F� 1: � lJYl� lJ Yt r- EDGES' OP, nr.^r I r G 0 r, ..,1 1r, r ^� '. � y -• r',53 \Jig l,� LJ.. =\J0• - •;r1,, 4 ,.,1'<c„,(--, i���;� co � 1'V� to .j ���. �J1 t;�,n a �" ,— to s7 4'r -� li \'''.,..(14).1:1 t %/r/ Yr;�' '?r , F°ter' Yom: 'I �v- r / ° v()/-1C; � '?-?...)1':"..:1'': rX588°33'52"E ,65.71' i� v OH F, OHP.....__ \A., 5388":33`52"E: SS — W. /1 • • • • • • • N w• • • • / • • • • • • • • • N O INSTALL SILT/FENCE PER DETAILTHIS.SHEET OH P w SS ./HP w BENCHMARK SET 1/AG' NAIL PINK FLAGGING t- I: A---6 0 (ASSUMED) GA S END INSTALL CONSTRUCTION/ENTRANCE PER DETAIL THIS SHEET-` , INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN 1-10.10-01. SEE DETAIL THIS SHEET r.7K '7 /' �/7 .�7 j7; ,,,,..\ ,,•\<", -\i /‘`.1/2,',\‘‘...\\\:\\../N\i\/r / \�\\/ \ -1' `/\> / / /i /\/.r\ \\/\ ' j j\ \., \ \ \,/\.„ \/\\/-/`\• / \/\ `\ \\/\' HVF TEMPORARY/STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET HVF - HVF f -�/ HVF N88°33'52"W 65.7.1" • / • • 7 HVF HVF , os 1.4 N01 °06'29"E AHP FOUND 1./2" RE )F)�? j !.:',, y'/ (BE T. AND 1 .... 1/2" /2" — / / /J LEGEND Know what's below. CaII before you dig. PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE PROPERTY CORNER HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. errnitt L5 PLANNING APPROVED No changes .can be madeto these plans without approval from the Planning Division of DCD Approved By: bra Date: DRAWN BY: BILL BERENS LE CO Y _k= Plan review ap .rovf.il is subject to errors and OMISSIOT13. Approval of consiruciion documents does not auihorize the violation of any adopted code or ordinance. Receipt of approved Field C•.. { and onditions i acknowledged: These plans have been revie ved by the Public Works Department for confcmance with current City standards. Acceptance is subject to errors and omissions which do not authoLize violations of adopted standards or ordinances. The responsibility for the adequacy of the desigr rests totally with the designer. Additions, deletions or revisions to these drawings after this date,wi11 void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is/subject to fie d inspection by the Public Works ,utilities inspec :or. Date: ,' , • By: 115111 1.0 By: Date: // City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 2.2 WOOD POST FENCING MATERIAL STAPLE TOP TIE SELF-LOCKING TIE - NYLON 6/6 (MIN. GRADE), 508 MIN. TENSILE STRENGTH, UV STABILIZED FENCING MATERIAL STEEL T -BAR POST SELF-LOCKING TIE •- NYLON 616 (MIN. GRADE), 50# MIN. TENSILE STRENGTH, UV STABILIZED 2'-0" (DESIRABLE) HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MESH, AND SHALL BE UV RESISTANT, ORANGE COLOR 1'-0"MIN. (DEEPER FOR UNSTABLE SOIL) TYPICAL SECTION ENVIRONMENTALLY SENSITIVE AREA BOUNDARY 2.2 WOOD OR STEEL T -BAR POST 6' - 0" MAX. — —I --.11ssl Me ss=sm.=i IIIIfeireieR111q.11111 sssssl MN IMMO MO imemorimie s—sssi ellillie eeeleilelet =11111eel1110 1m:s pall s—s+ .eI')leeselewlll 1=r.1 MEI eeOelEewete'eeu ----I eetissainneele ss—d—else s eeleel- 1—s's=elellwtele. ssss—. =Vir Ni YAW \AW17,U7.\V'n\v..\vn\VS,OYn\u5.\V»U7+. Me me me e—ereIRMeCen —keleM- einem --- Meet] ssIle s/eMENMes mem .s ss —uMel lei ew lee secs osss_ !Melee u _sem timm se:lleeele'ylell elm Blames—ems ellielM =Mimlw tteRew: e. =—s'- um ELEVATION ,w. PROTECTED AREA NOTE 1. Post shall have sufficient strength and durability to support the fence through the life of the project. ISOMETRIC WORK AREA ELEVATION FENCE ON SLOPE STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W. MAURER CERTIFICATE NO. 000598 More ,NunAnrano,A 1ET.1 Fne.Ew,w ooca BUTANEIF IRCOCOMICATE. PIE EBGWAI&GNEOBY THE ENOINEERANO APPROVEDFORPUOMATION, ISM,"0He. AT,I,E WASNWGIUY SLIT:DEPAT. I¢NIOF TANSPORIATM ACOP YAMY BE CORY. WON/4E0MT.. HIGH VISIBILITY FENCE STANDARD PLAN 1-10.10-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich 1I1 0849-09 Am. STATE DESIGN ENGINEER DATE W..hington Slate Deportment of Transportation 'SEPARATE PERMIT FQUIRED FOR: C7 �r•ChSttk�,i Etectrical L1 Plumbing CI Gas Piping City of Tukwila BUILDING DIVISION SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED 10.0' MAX. CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 100' MIN. INSTALL DRIVEWAY CULVERT 25' MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE TOE IN SHEETING IN MINIMUM 4"X4" TRENCH c cD 4" TO 8" QUARRY SPALLS 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 11 11 11 11 I I 1_1_, -' - if I I i i %\//i\\y/ /\i :\//\�\i \<\\k: :Y/ u 0 I 6' MAX. I POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT 1 11 z Q N z N REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 ' lcvvi[a - BUILDINclroffTu G DIVIS.IQN FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL UNDISTURBED GROUND NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE REFERENCE SHEET -NO. c1 SHEET 1 OF 2 SHEETS z 0 F— F— Ci) — C ) z O U 0 z Ct U 00 J W D D z z J ass0 w a) c CO J LD 00 01 1-1 a ) ( L) M o LA V) ISSUE DATE o CO z83 o E DESIGNED BY: L. H. PHAN DRAWN BY: H. H. PHAN co 0 w w H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION CIT PE RE YO MA' RM CEI FT IT C VED JKWIL i7 ER A 320 EN� Name: Layoutl 0 T 0 J 0 0 = 0 0 0 Mar 27, 2017 — 7:22pm c»n CM .._.. <S 0 ct M w S. 136TH STREET CONSTRUCT 29' WIDE D R IVE WAS APP ROA`C1--1 (3"CLASS B ASPHALT... tt OVER 6" CSBC)`- UTILITY TRENCH �r• ,r(POWER TTEL & CATV) C; Ss — OHP 411 w (5) BENCHMARK SET MAG NAIL PINK FLAGGING ELEV 68.00 (ASSUMED) ---- OHP OHP Sub° 3'52" E EX. WATER MAIN NEAT SAWCUT LINE TRENCH & PATCHING PER CITY OF TUKWILA STD, —GAS END Ot,t'li NEW 1" WATER METER (BY WATER DISTRICT #125) (PERMIT REQUIRED) j ;65.71' 2'W x 18'L x 2'D GRAVEL STRIP PER D'ETAI'L — La CONSTRUCT 2.5' HIGH ROCKER( WALL • • i 0 /ROOF OVERHANG CB OR AREA DRAIN/ RIM=69.75' IE (N)=67.7,5 IE (SE)=67.5 Ln N GARAGE=70.50 5.T 0 c 0�. 4" SOLID WALL FOOTING DRAIN — StUB @ 1.00% N a 23LF1Y2"WATER SERVICE SINE r J, PROPOSED SINGLE ;it FAMILY RESIDENCE FFE=71.00 12 LF 4" PVC ROOF DRAIN COLLECTOR 1.00% f' L 8.443,6-1- ( 4 3. -1- / SET 1/2" REEA/? & A. EX. 6" SIDE SEWER 50 LF 4" SIDE SEWER @2.00% (VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED) 1 10 LF 6" PVC SD @ 1.00% CO c '0. 0 5' MIN. 12 LF 4" PVC FOOTING DRAIN COLLECTOR @ 2.00% Ln N N01 °06'29"E CB OR AREA DRAIN RIM=67.75 IE (N)=65.75 IE (S)=65.65 10 LF 6" PVC SD @ 1.00% 0 0 4," CONSTRUCT 25' LONG BASIC ROOF DISPERSION TRENCH PER DETAIL 3 \\\\\ \\\\\\\\ \\\\ \\\\ \ \\ \\\\\\ \\• \\ \ \ \ \\ \\\\\\\ \\\\ \ \\\ \\\ \\-\\\\ \ ��\\\ \\\\ \\\ RC\\\,:\\\\\\\ \\ \\\\ \\\\ \ \ 40'1:13SBL \\\\\\\ \\\\ \ \\\ \\\ \\\ . \\\ \\\ \\ STALL 3' HIGH SPLIT;'RAIL FENCE SIGNAGE (ONE SIGN) ,'SEE DETAIL 1 CONSTRUCT DRYWELL FOR FOOTING DRAIN (4'W x 4'L x 4'D) PER DETAIL THIS SHEET N88°33'52"W 65.71' LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED DISPERSION & INFILTRATION TRENCH PARCEL NUMBER 1523049313 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL 5' MIN. FROM PROPERTY & 13' MIN. FROM HOUSE FOUNDATION. DRYWELL FILLED WITH 3/4" - 1 1/2" WASHED GRAVEL SMALL CB OR YARD DRAIN PLAN SCALE: NONE EARTHWORK VOLUME ESTIMATES: FLOW g 0 L - OBSERVATION PORT TOPSOIL SMALL CB OR 1 YARD DRAIN H'\ 1 (i.1.` l MIN. 4" DIA. PIPE LOCATION CUT (CY) FILL (CY) SITE & FOUNDATION 110 100 Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 1� 206431./.0 bras Hamm.,J co CRITICAL AREA SIGNAGE SCALE: NONE 2' GRAVEL STRIP CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2" GRAVEL STRIP DETAIL SCALE: NONE FOR MORE SOIL INFORMATION, SEE JANUARY 26, 2017 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 4 -P -',.-.,...e„, /i C\c---) ,..._..„ - ' 3/4" - 1 1/2" � I �fi BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 NtERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED 8Y LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSP (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WINO LOAD • 110 MPH WiND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: Y OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN MI* iCE WELD UNDER- LAYMENt REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP SPEED (MPH) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BORNE DEBRIS ZONE UJEATEERNG FROST LME DEPTH TERMITE 25 110 16 8 16 Dl/D2 MOD 18 OD 11 12 PER JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OUk'IER OR CONTRACTOR At TIME OF PERMIT SUBMITTAL: - MFG. Jet. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) GENERAL UNLESS A SOiLS NVESTIGATION 8Y A QUALIFIED SOiLS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL t0 BE THOROUGHLY COMPACTED. MINMIIM COMPRESSIVE STIZENG114 OF CONCRETE FER TABLE 84022 TYPE OR LOCATIGNS OF CONTE CONSTRICTION MINIMUM COMPRESSIVE STRENGTH OF'c) At 28 DAYS MODERATE WEATEERMCs POTENTIAL BASEMENT IU4LLS, FOUNDATIONS 4 OTEER CONCRETE NOT EXPOSED TO THE UEA1I-ER 2,500 pet BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. 2500 pet BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO 114E LIEATI ER. 3,000 pet (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATEER 4 GARAGE FLOOR SLAB. 3000 t (5% to 1% air entratrled) pe CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SiTE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM 4.615 GRADE 40. UNA. (SEE STRUCTURAL) I IP AVM BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH V4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN.1' EMBEDMENT METAL. FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION BY WOLMANIZED WOOD) PER iRC R311.1.1, FASTENERS FOR PRESSURE PIRESERVATiVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER- 6' OPPER6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. PAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (B) 6 NCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 NCI4 PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGsING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2. 3 POUNDS PER SQ YD. OF ACRYLIC MODIFIED CEMENT. 3. IV COAL OF SUR -ACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. R406.2. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGNG OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED 114 SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R406.2 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 NCI -ES BELOW THE TOP OF THE BASEMENT FLOOR TO 114E FNISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING - 3.6 -MIL POLYVINYL CHLORIDE. 4.6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER GEMENT. 1. test CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COAtNG. 8 60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR iCF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR 1407 ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JONTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WitH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAiD OVER THE GROUND WITHN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROLND COVER MAY BE OMITTED N CRAWL SPACES IF THE CRAWL SPACE WAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO NCHES. erT 4 PIM BL. pRAFTSTOPPING R302.12 iN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF TI4E CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE '=T. DRAFTSTOPPNG SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY iS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED 114 FLOOR/CEILiNG ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPiNG SHALL CONSIST CF MATERIALS LiSTED 114 IRC SECTION R302.12.1. J=IREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF 50t44 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER !BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHAD. BE PROVIDED N WOOD -FRAMED CONSTRUCTION 114 THE FOLLOWING LOCATIONS: 1. N CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY 47 NTERVALS NOT EXCEEDING 10ft 2. AT NTERCONNECtIONB BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. N CONCEALED SPACES BETWEEN STAIR STRINGERS At THE TOP AND BOTTOM OF THE RN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (V2' GWS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES At CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL t0 RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING 11415 ANNULAR SPACE SHALL NOT SE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED At THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION R302J1J LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED ASA FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIRESLOCKS SHALL BE MAINTAINED. CMS GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R602.3(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO 8E FASTENED ACCORDING TO TABLE R10235 MINIMUM T1-IICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R1023. THtC1UE86 OF GYPSUM BOARD GYPSUM OR PRODUCTS (INCHES) APPLICATION ORIENTATION OF GYPSUM BOARD OR Gypsum PANE. PRODUCTS TO FRAMING MAXIM.11 SPACING OF FRAJMMG MEMBERS (INCHES ODJ MAXIMUM SPACING OR FASTENERS (INCHES) SIZE OF NAILS FOR APPLICATION t0 uJOOD F1LAJMMG NAILS w/o adlbslve SCREWS 3�, CEILING PERPENDICULAR 16 1 12 13 GAGE,1-V4' LONG, 13164' MAD, 0.98' DIA, I -V4' LONG, A> 4JLAR- RINGED, OR 4d COOLER NAIL, 01480' !AA, 1-3P3' LONG,1/32' HEAD. U.14LL EITHER DIRECTION 16 8 16 V2' CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1-3/8' LONG, 1W64' HEAD, 0098' DIA. 1-1/4' LONG, ,4l+IULAR- CEILING EILINERPENDICULAR P 24 1 12 RTh ED, OR bd COOLER NAIL, 0fa86' DIA. 1-6/8' LONG, 85/64' HEAD, OR GYPLUiM WARD NAIL, 040915' DIA. 1-1/8' LONG, 8/32' I4EAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 5/8' CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1-348' LONG, 1964' HEAD, 0.09e3' DIA, I-3/8' LONG, ANNULAR - RIMED, OR 6d COOLER NAIL, 01832' DIA. 1-1/8' LOG, 1/4' HEAPs OR GYPSUM BOARD NAIL. 0.098' DIA. 1-1/8' L. 18/64' HEAD. CEILING PERPENDICULAR 24 1 12 TYPE X AT CLG HE EA1H ROOMS PERPENDiCULAR 24 6 6 NG 1-1/8' LO6d COATED NAiLS OR EQUIVALENT DRYWALLTR SEWS. SCREWS WALL COMPLY WITH SECTION R102.3.13.1. WALL EITHER DIRECTION 24 8 12 13 GAGE, I -6m' LONG, 19/64' LEAP, !WSW PIA, 1-3/8' LONG, ANrW.AR- RINGED: OR 6d COOLER NAIL., 0.092' DIA, 1-1/8' LONG, 1/4' HEAD OR GYPSUM BOARD NAIL, 0.098' DIA 1-1/8' LONG. 19/64' HEAD. WALL EITHER DIRECTION 16 8 I6 APPLICATION WITH ADHESIVE 3/8' CEILING PERPENDICULAR 16 16 16 SAME AS ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PROSXICt8. WALL EITHER DIRECTION 16 16 24 1/2' OR 6/8' CEILING EITHER DIRECTION 16 ib 16 SALE AS ABOVE FOR V2' AND 6/8' GYPSUM pOAPID AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 WALL EITHER DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BABE PLY NAILED .46 AJa Pc 1♦' GYPSUM BOARD ANP GYPSUM PANEL PRODUCTS, FALL= PLY INSTALLED W1114 ADHESIVE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON TI -115 PLAN SHALL 5E COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR .45 PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d 130X (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DIA, 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 01.4, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA, 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY 70 THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTESN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND 514ALL NAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LAGER 1-F '2 - Fb•8550 pat, Fv•15 pet, Fc•1300 pet, E•1200000pet 1-F'2 - Fb■850 pat, Fv•15 pat, Fc•I300 pat, E■1200000pat DEM 4X 6X OR LARGER DF -L'2 - Fb■900 pet, Fv•95 pet, Fc•1350 pet, E•1600000pa1 DF -L'2 - Fb•815 pet, Fv■135 pet, Fc■600 pet, E•1300000pet STUDS HF'2 - Fb•850 pat, Fv•15 pet, Fc•1300 pet, E■1200000pet HF'2 - Fb■850 pat, Fv•15 pet, Fc■1300 pet, E■1200000pet 2X4 2X6 OR LAS POSTS 14F'2 - Fb■900 pet, Fv•95 pet, Fc■1350 pet, E■1600000pa1 HF *2 - Fb■900 pet, Fv•95 pet, Fc•1350 pet, E■1600000pel DF-L'I - Fb•100 pet, Fv■85 pei, Fc -415 pat, E■1300000pet DF -L'2 - Fb•100 pat, Fv•85 pat, Fc•415 pat, E■1300000pe1 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila BUILDING DIVIB GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 165 PSI, Fc • 650 PSI (PERPENDICULAR), E • 1,800,000 P51. ENGINEERED WOOD BEAMS 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 MiNIMUM PROPERTIES: Fb • 2,900 P51, Fv • 290 PSI, Fc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,600 PSI, Fv • 285 P51, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS 'ISL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 P51, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED t0 SUPPORT SELF UJEIGHT PLUS LiVE LOAD AND SUPERIMPOSED DEAD L0A1,5 AS STATED N THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SiMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL EE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd 0011110N 6 6' O.C. a PANEL EDGES AND 12' 0.0. IN FIELD UNA. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SI4ALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' O.C. 6 PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL 8E PROVIDED IN THE EXTERIOR WALL ENVELOPE 114 SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL. CAVITY OR PENETRATION OF WATER TO 714E BUILDING STRUCTURAL FRAMING COMPONENTS. 71-1E FLASHING 514ALL EXTEND TO 714E SURFACE OF THE EXTERIOR WALL FINISH AND SHALL 8E INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL 8E INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. At THE INTERSECTION OF CHIMNEYS OR Otl-{ER MASONRY CONSTRUCTION WITH FRAME OR 511.1CCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER 571=0 OPENINGS. 3. UNDER AND At 714E ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. ■► • two w ►! •'' •. I IGS -ITS PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED 114 ACCORDANCE WiTH THE MANUFACTURER'S WRITTEN NSTALLATION INSTRUCTIONS. WRITTEN NSTALLATION INSTRUCTIONS SHALL 8E PROVIDED 8Y THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO 8E LAMINATED' GLASS UNLESS NOTED OTHERWISE. SECTION R310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS 714AN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY 11470 A PUBLIC WAY, OR TOA YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF2005QFT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS 514ALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MN NET CLEAR OPENING W10714 SHALL BE 20 INCHES. MAXIMUM BILL HEIGHT: WHERE A WiNDOW IS PROVIDED AS THE EMERGENCY ESCAPE ANA RESCUE OPENING, IT SHALL NAVE A SILL I -{EIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR, W4ERE THE SiLL HEIGHT IS BELOW GRADE, It SHALL BE PROVIDED WITH A WINDOW WELL N ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL 8E INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R308r4 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 ENFOLD DOOR ASSEMBLIES PER IRC SECTION 83084.1. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION 8308.42. 3. GLAZING 114 WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT., THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR, THE TOP EDGE IS MORE THAN 36' ABOVE 714E FLOOR, AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND 114 A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 8308.43. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 8308,4.4. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING 140T TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE 8077011 EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308.45. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE 8077011 EXPOSED EDGE IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R308.4.6. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS 71-14N 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION 8308.4.1. INSULATIM AND M" OI � : v _ 9 , CTICN 8302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL SE N ACCORDANCE WITH SECTIONS R302.10.1 THROUGH 8302.105. 8302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS A40 VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WiTH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED 114 ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: 1. WHERE SUCH MATERIALS ARE INSTALLED 114 CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT TI4E FACING IS INSTALLED 114 SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS 140T SPRAY APPLIED, COMPLYING W1744 THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL 8E REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED N ACCORDANCE WITH CAN/ULC 51022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION 8316. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH 114E FLAME SPREAD AND SMOKE -DEVELOPED LiMITS OF SECTION R302.10.1 WHERE TESTED N ACCORDANCE WITI4 CAN/ULC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED 114 ACCORDANCE WITH CAN/ULC S1022, PROVIDED SUCH INSULATION COMPLIES WITH 714E REQUIREMENTS OF SECTIONS R302.10.1 414D 8302.103. R302.10.3 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY W1714 CPSC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED 114 ACCORDANCE WITI4 CPSC 16 CFR, PARTS 1209 AND 1404. R302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS 514ALL HAVE A CRITICAL RADIANT FLUX 1407 LESS THAN 0.12 WATT PER SQUARE CENTIMETER. R302.10.5 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL 8E MADE IN ACCORDANCE WITH ASTM E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENNGS SHALL BE SEALED, CAULKED, G.48KETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R1021 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS 114 CLIMATE ZONES 5, 6,1, 8, AND MARINE 4. EXCEPTIONS: 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS N TABLE 81021.1 IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS. 714E VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED t0 MEET 714E CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT -FACED FIBERGLASS BATTS. CLASS III: LATEX OR ENAMEL PAINT R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OF 1418 SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMNUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(L). 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE R103.8A. 3.OTI-U:R APPROVED VENTED CLADDINGS. WSEC R402A AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE 114 ACCORDANCE SECTIONS R402.4J THROUGH 8402.4.4. R402.4.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGES PER HOUR INSPECTICNeo WITH 114E REQUIREMENTS OF OF NOT EXCEEDING 5 AIR P08TlNG OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL 8E COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL iN THE SPACE WWERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED 114 OR 014 CEILiNG/ROOF, WALLS, FOUNDATION (SLAB, t3ELOW-GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U -FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAN COEFFICIENT (SI4GC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND 'BUILDING ENVELOPE AIR LEAKAGE TESTING PONE ON 714E BUILDNG. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING 71-1E LARGEST AREA. THE CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF I-IEATNG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE .4 GAS-FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED N THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL 8E LEAK TESTED 114 ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED N 2015 WSEC SEC. 840333. A WRITTEN REPORT OF 114E RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING 714E TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. 8402.4 114E BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AiR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH 8402,4,4. 2015 UNIFORM PLUMBING COPE SEC. 312.12 STRAINER PLATES ON ARAN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT 140 OPENING EXCEEDS OF AN NCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING 714E SERVICE PIPES FROM THE BOX INTO 714E BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS 514ALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED t0 THE ADJOINING STRUCTURE. 312.123 11U8 WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW 71-1E FIRST FLOOR SHALL 8E PROTECTED 8Y THE NSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1/2 OF AN NCH IN THE LEAST DIMENSION. 161411 WSEC SECTION R404 LIGHTING EQUIPMENT PER SEC 8404.1 - .4 MINIMUM OF 15 PERCENT OF LAMPS N PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. NTERIOR STAIRWAY ILLUMNATION PER SEC R303.1 iRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE t0 ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL TI4E LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R.303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION 51-IALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS t0 A BASEMENT FROM 714E OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LiGI4T SOURCE LOCATED At THE 801TOM LANDING OF THE BTAiRJJAY. AND NOTC14 MOS PER SEC R602.6 DRILLING AND NOTCHING OF STUPS SHALL BE 114 ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED t0 BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL SE PERMITTED TO SE NOTCHED 70A DEPTH NOT TO EXCEED 40% OF .4 SiNGLE STUD WIDTH. 2. DRILLING. ANY 511.10 SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING Hogeziec E IV E 0 NO MORE 714414 60% OF THE 1311.40 WIDTH, 714E EDGE OF THE MOLE IS NO MORE THAN 411: NCH TO THE EDGE OF 744E STUD, AND itlErIMPEVE T U K W I L %A IS NOT LOCATED IN THE SAME SECTION AS A'CUT OR NOTCH. STUDS LOCATED 114 EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP t0 60% SI4ALL ALSO BE DOUBLED WITH NO MORE 71-4A14 TWO SUCCESSIVE DOUBLED 611./013 BORED. SEE FIGUR�� 3 2017 R602.6(1) AND R602.3(2). EXCEPTION: USE OF APPROVED UD SHOES IS PERMITTED IUHERE THEY ARE NSTALLED 114 ACCORDANCE WITH 714E MANUFACTR 'I I T CENTER N T E R ST RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.I WHEN PIPING OR DUCTUJORG iS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -SEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF. THE TOP PLATE 8Y MORE T14414 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 NCI4 THICK 4141, 1-1/2' INCHES WIDE SHALL 8E FASTENED ACROSS AND 70 THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAiLS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MNIMUM OF 6 INCHES PAST 714E OPENING. SEE FIGURE EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITI4 114! NOTCH OR CUT IS COVERED BY WOOD STRUCTURA - 00 CO0 00 1'14 0 a Za .14 ✓ • 0 4807 So. 136th 4te Ct3 „14 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: 2015 Date: 2015 0 • o a . >tncag LTA woo zM E a44 t24 E V Eh t,"41 y� 10] 4 r. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 I ...... . V..\TILAT 0 E Q LI R ...._ T5 ROOF ATTIC VUJI=4OLE WOUSE VENTIL4TIO SEC. M1501 MECHMICAL 111501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND FAN FLOW RATING NOT LESS THAN 50 oft At 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, VENTILATION C�� C��,�� I I OI V5 REQUIREMENTS INSTALLED TO LISTED SPECIFICATIONS. OR SIMILAR ROOMS AND 100 cfln ,AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL 1995) OR AMCA 210. FAN AT LEAST 40% 4 NOT MORE THAN 5096 OF REQUIRED VENTS SHALL 13E IN UPPER PORTION OF VENTILATED BATHROOM, CLOSET CR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH EXCEPTION: WI -ERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 16 USED TO SATISFY THE ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL 13E PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1'e' MIN. 4 14' MAX. OPENINGS. P EAVE VENTS ARE INSTALLED INSULATION SMALL NOT OBSTRUCT THE FREE FLOW OF AIR (MINA' SPACE ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQUIREMENTS LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR SHALL NOT BE LESS THAN LOCATION WHERE: HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN Mi50'1.42 LOCAL EXHAUST AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. SWITCHES, DEHUMIDISTATB, HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GRATES A GLOW, SPARK OR FLAME CONTROLS SHALL BE CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES At LEAST 18' ABOVE THE FLOOR LEVEL. T A - ... . , L. ,% 3.3(1) FOR 100 cfn CONTROLS TIMERS, READILY ACCESSIBLE. CCNT KITCHENS, THE RANGE 1400D OR DOWN DRAFT AT 0.10 INCHES WATER GAUGE. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED OR OTHER APPROVED MEANS. LOCAL EXHAUST UNCLE Tao MECHANICAL EXHAUST BY MANUAL SYSTEM BETWEEN INSULATION AND ROOF SHEATHING 0 VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN • NM'IL..> TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE TIMI SYSTEM AIR ILS ' TE RE0.11 . c =. MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL EXTENDING N.LIARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 DUELLING NUMBER OF BEDROOMS INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE SW GAS VENT SHALL BE UNIT FLOOR AREA(SR) 0-1 2-3 4-5 6-1 >1 UPPER ROOF: (,AREA 1) INSTALLED 114 ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE AIRFLOW IN CFM 1,'191 SQ. FT. CF ATTIC AREA/300 = 591 SQ. FT. NOTE: UPPER ROOF VENTING PROVIDED BY 71x10' COOS REQUIREMENTS. 1,500 OF VENTILATION REQUIRED (860 SQ INCHES) 11=1 AF50 ROOF VENTS. (50 0 IN. PER VENT) A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT 30 45 60 15 90 UPPER VENTS = 430 Sq. In. (9 050 VENTS) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. 1,501-3,00 45 60 15 9O 105 LOVER VENTS • 430 Sq. In. 'BIRD HOLES' PER EAVE BLOCK. 36 EAVE VENTS x 12' PER BLOCK = 432 Sq. In. (4)-2 1/8' DIA HOLES = 14.16 Sq. In. w/0 MESH UTILITY ROOM NOTES/MAKE UP AIR: 3,001-4,500 60 15 SO 105 120 NFA w/ MESH • 12' Sq. In. PER BLOCK 1. WHERE THE EXHAUST DUCT I8 CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL 4,501-6,000 15 90 105 120 135 LOWER ROOF - PORCH: (AREA 2) BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 6,000-1,500 90 105 120 135 150 46 SQ FT. OF ATTIC AREA/300 = 15 SQ. FT. OF VENTILATION REQUIRED (22 SQ INCHES) 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 >1,50ID 105 120 135 150 165 UPPER VENTS = 11 Sq. In. (2 4F50 VENTS) SQ. INCHES FOR MAKE UP AIR 514ALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. T , s _= . '.__ M1601.3.3(2) INTERMITTENT 1114CLE 14a.I8E MECHANICAL LOWER VENTS • 11 eq. In. C rW5,I • 100 SQ INCH TRANSFER GRILL PER IRC G243SA (614.6) VENTILATICN TE PACT • -� 1 EAVE VENTS x 12' PER BLOCK = 25 Sq. In. 1 AM VENT x50' PER VENT • 50 Sq. In. TED 24 I.Mt VENTILATICN SYSTEM. SEC. RUN-TIMEACH HOUR SEGMENT E 25% 33% 50% 66% 15% 10090 LOWER ROOF - GARAGE: (AREA 3) A8 AMENDED BY WASHINGTON STATE FACTOR 4 3 2 1.5 1.3 1.0 81 SQ FT. OF ATTIC AREA/300 = 21 SQ FT. NOTE: UPPER ROOF VENTING PROVIDED BY 111501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL CP VENTILATION REQUIRED (40 SQ INCHES) COR -A -VENT ROOF -2 -WALL VENT BE DESIGNED IN ACCORDANCE WITH 11-118 SECTION. T � " � � �_ '%' A MIN� I ��„ � EXHAUST 1E6•°', EAVE VENTS • 20 Sq. In. 18.5 SQ. IN. PER LINEAL Ft) ' •��"tIL.Y L_L. IArser UPPER VENTS • 20 Sq. In. (i AF50 VENTS) AIR UPPER VENTS =20 Sq. In. 2 EAVE VENTS x 12' PER BLOCK • 24Sq. In.RECIRCULATED MI50-12 RECIRCULATION OF EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO AREA T'0 BE EXHAUSTED EXHAUST RATES THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISC4ARCIE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS KITCHENS 100 cffn INTERMITTENT OR 25 cfln CONTINUOUS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M15013.1 THROUGH M150133. 1-1I5013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM BATHROOMS -TOILET RMS LAUNDRY ROOMS MECHANICAL EXHAUST CAPACITY OF 41-0' (12 EAVE VENTS) COMPLYING WITH SECTION M1501.3.4, M150135, M150136 OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. INDOOR SWIMMING POOLS 4 SPAS 50 cfm INTERMITTENT OR 20 am CONTINUOUS MI50132 CONTROL AND OPERATION i- 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY 744E OCCUPANT. ISI 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE 20. OCCUPANT BY THE INSTALLER OF THE SYSTEM. Y CODE Calf:LIAM= 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 • 8' -ID' (4 EAVE VENTS) PEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c = 3.5 CREDITS) OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO PRESCRIPTIVE COMPLIANCE IS BASE ON CABLE 8402.1.1 WITH THE FOLLOWING THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MODIFICATIONS: 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: - VERTICAL FENESTRATION U■ID28 3 (AREA 1) i IR RI -a 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. - FLOOR R-38 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR "SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. -BELOW GRADE SLAB R -UID PERIMETER AND UNDER ENTIRE SLAB OR 5.3 THE SYSTEM SHALL BE DESIGNED 50 THAT It CAN OPERATE AUTOMATICALLY 5A5ED ON TI4E BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA 5%. TYPE OF CONTROL TIMER INSTALLED. -COMPLIANCE BY il 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE At LEAST ONE HOUR OUT 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) OF EVERY FOUR. - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL. 414D AUTOMATIC CONTROL, SUCH ASA 24-14OUR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OP 92% CLOCK TIMER T'0 QUALIFY T'0 CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY 56 THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND 5.1 AT THE TIME OF FINAL INSPECTION, TI4E AUTOMATIC CONTROL SHALL BE SET TO OPERATE TI4E 11'-6' (4 EAVE VENT) I �I THE MINIMUM EQUIPMENT EFFICIENCY. WHOLE -HOUSE FAN ACCORDING t0 THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING' 5a - EFFICIENT WATER HEATING (0.5 CREDIT) 5,8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE - ALL SHOWERI-EAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE -. -. `� 8' -ID' (4 EAV / VENTS) OPERATING INSTRUCTIONS).' RATED AT n �n N ' 1.15 GPM OR LESS. M150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING ALL OTHER FAUCETS ti - LAVATORY SHALL BE RATED At 1.0 GPM OR LESS. � I n INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. t0 QUALIFY TO CLAIM TH15 CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY 0 ° a THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL ' '��` M1501.3.3M1501.3.3W M150�MECHANICAL VENTILATION RATE THE HOLE MECHANICAL VENTILATION SYSTEM SHALL :t y :er 1u -HOUSE PROVIDE SHOUIERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. W OUTDOOR AIR t0 EACH DWELLING UNIT AT A CONTNUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE M150133(1). 5c - EFFICIENT WATER I-IEATING (1.5 CREDITS) `- EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLYWATER (AREA 2) (AREA 3) 20'-0' (2 EAVE VENTS) HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: WHERE THE SYSTEM 4446 CONTROLS 714AT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-14OUR - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE M150133(1) IS MULTIPLIED BY THE FACTOR OR DETERMINED IN ACCORDANCE WITH TABLE 11150133(2) - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 65 THERMS MI501.35 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES OR 2000 141.1 11 BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SYSTEMS SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. OR 1115013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PUMP WATER NEATER WITH MINIMUM EP OF 2.0 AND MEETING THE SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE WATER HEATERS FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY INLET DUCT CONNECTING A TERMINAL ELEMENT' ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM THE OPTION BEING SELECTED AND SHALL SPECIFY TI -IE WATER HEATER EQUIPMENT OF THE FORCED -AIR SYSTEM, At A POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING DUCT CONNECTION TO 744E RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET 70 PREVENT THERMAL SHOCK t0 THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED 7O THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION 11150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW 1-100P OR A FLOW MEASURING STATION. MI501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE 51-IALL BE INSULATED TOA MINIMUM OF R-4. 11501353 OUTDOOR AIR NLETS. INLETS SHALL SE SCREENED OR OTHERWISE PROTECTED PROM ENTRY BY REVIEWED FOR LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS 5HALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE a FOLLOWING AREAS: 1 CLOSER THAN 10 F7 FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3F7 ABOVE THE OUTDOOR AIR INLET. 2. WHERE I7 WILL PICK UP OBJECTIONABLE DOORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION.?. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER 714AN 10 FT FROM A VENT OPENING OF A PLUMING DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 At LEAST 3 FT ABOVE THE ,AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. ®®E COMPLIANCE [�'� C 1'/ CiTY Y 01- TU KVWI LA APPROVED MAR 3 0 2017 MAY 0 4 2011 PERMIT CENTER City of Tukwila BUILDING MI5014 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR 15 PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE TI4E CAPACITY TO EXHAUST TI4E MINIMUMbli AIR FLOW RATE DETERMINED 1N ACCORDANCE WITH TABLE MI501.4. oo(De 0 • o a . >tncag LTA woo zM E a44 t24 E V Eh t,"41 y� 10] 4 r. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 055 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROO: TO WALL PLASHING DMtA I J.. WEAK RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM PLASHING WITH 3" MIN. VERTICAL. LEG HORIZONTAL 14400D TRIM HORIZ. TRIM At SHEATHING/WOOD STUDS N.T.S. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE ❑ ❑ C MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OP SECTION 8103.13 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 123 OP TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OP 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF "2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019-INC1-1 OR 26 -GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 312 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 8103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION 8103.122. 5/4x \„,- BD. ATOP 5 = ® FRONT * REAR PORCHES FLASHING ROOF Dj 1P ED SEC. 2.S.5 GABL n����DRIP E A M N AT E OVE-IIIL r i TYP PER SIDE IP SITE REQUIRES 11 U H IJ I I I I I f l I I I I I I II I I U 11 U 1 I I I U I I I I U 1 II 1111 II II STONE VENEER N.%5. 1 111 II II II 1IIIIII 1 1III11 TIII1IIIII II I IIII 111 TIIII111 1 IIII111 11111111 5/4x8 BAND BD. O N T LVATION ( ATOP SLAB ®FRO�'F $ REAR PORCHES W/ FLASHING I/4"=1'-0" COMP ROOF 5/4x5 BARGE W/ 5/4x10 RAKE TRIM CEDAR SHAKE SIDING 5/4x5 FASCIA W/ CONT. GUTTER 5/4x4 WINDOW TRIM 5" HORIZ. LAP SIDING W/ 6" EXP. 5/4x6 CORNER TRIM STONE VENEER ADHERED 2x5 W//x5 CHAMFERED CAP GRADE TO SLOPE AWAY PROM FOUNDATION A MIN. Or 6" WITHIN THE FIRST 10' b13.0o69 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2011 City of Tukwila BUILDING DIVISION HOUSE NUMBERS TO SE VISIBLE < LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 RECEIVED Ci►1- OFTUKW/ILJ NAR 3 0 2017 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect., or structural engineer. Plan No: LS2-2825-3R Date: 3 -28 -fl 1 INNOWINIOWN l L LEFT ELEV_j 4" 1 RtRR R1A\\ \'w \\\\ -1=XI eic I 12 1 u J \\CZ MI Vromille IS'x24' GABLE VENT (TYP OF 3) RIGHT ELEVATION (WEST) I/4"= 11-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION n-0068 HOUSE NUMBERS TO SE VISIBLE LEGIBLE WITI-LCONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WIDTH OP V2' PER SEC. 8319.1 RECEI\%i'D CM/ OF TUKWILIC MAR 3 0 2097 PERMIT CENTER • z W eC 1-4 z 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-2S-17 2 55'-0' 6/0x - /0 XO (2) 6/0x6/0 XO r?ININ6 9'-0' CEILING SINK DW KITCHEN in METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR 36' HIGH 1/2 WALL 1.7 7480.7.607 ..5027ZIOZZIAVZled FAMILY 1WOM 9'-0' CEILING 111-11' � 0I, DESK i n �� r �m��azii,...„ �//%// % l'7 O /// 1 .01Z011.7 Z.027.121 sY // FLOOR LINE ABOVE MEDIA CENTER 94% EFF PURN. - - 11Pv�� MAX BTUMR FUR1l W \\��43,542 - T • VEHICLE IMPAC BARRIER 7c11 WA MOUNTED RIilf, I RL15T NAT. GAS \\ \\ H •4' WATER SYSTEM (= ERCSY FACTOR. 0.91) MIN. PT 6x6 P 9'-0' CEILING t \\,iIII.ii ran 2a; 21EZI ffze.," /0 FX S�\��� v /i LANDING AT 'EXIT' DOOR NOT TO $E LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (83113.1) UJ1-I0LE 1-1OUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 150133(1) 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO EE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. 4 r 11111 MK, W=1, ' lam//%//O USE 1/2' TYPE 'X' GM ON ALL WARN AND STRUCTURAL WALLS. (1) LAYERS 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS Ili! 1/2' TYPE 'X' GWB 16/0x5/0 O.H. DR 9/0x8/0 01-1. DR 11'-6' 20'-0' UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN TME BUILDING CONSTRUCTION, THE EQUIVALENT LENG1.1T OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED EY OTHER APPR MEANS. �- j in 100 SQ INCH TRANSFER GRILL 55'-0' 6'-0' BLUE 18 AWG TRACER WMETA��L WAATERDSERT VICIOtE- PIPING PER UPC 6049. 1 '-0' MAIN PLOOR FLAN 1/4'= 1'-0' INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARtFICI,4L LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS t0 LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL. OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL DECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TOA BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LICA -IT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. MAIN FLOOR AREA UPPER FLOOR AREA TOTAL GA A&E 1225 SO. FT. 600 SO. FT. 2S25 SO. FT. &Se SQ. FT. GENERAL NOTES: I. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATEER. HEATER PRESSURE RELIEF VALVES TT) 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 115 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - t0 BE 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 OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS��• ARM6 TO BE INSTALLED NOTA -' 5 T R 3 FT. HORIZONTALLY FROM A =ATH:‘•OM THAT ONTAINS A BATHTUB OR.. `� R AR • RMS TO BE INTERCONNECTED IN SUCH A TWAT ACTUATION OF ONE ALARM WILL ADUc \ A �• L OF THE A A �� IN THE M •\ O a ^0 Ae L•'MONOXIDE COMBO. 10. Id•h.• A t5 PPROVED CARBON MONOXIDE ALARM SHALL .� INSTALLED ON EACH FLOOR : OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC 8315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R4038.3. 3. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 8303.52. 14. GAS PIPING IS t0 BE PROTECTED PER 62415.1. WHERE PIPING I6 INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH ISA BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHER5TRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT REAPS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC M1502.4.5.1. 4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WI -HERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF TI -4E EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE MI502 4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE 8402.4.1.1. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION RECEIVED ; CRY OF TUKWILA ‘iAR 3 0 2017 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: LS2-2825-3R Date: 3-28-17 3 SECOND STORY EGRESS WINDOW LOCATED AT 5 FOOT SETBACK (TMC 16.16.070) Egress windows located on 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 - foot wide area below the rescue window. If the space on the side of the building does not allow sufficient ladder access of 12 -feet, a minimum 5 -feet on each side of the property lines, minimum of 10 -feet by 4 - feet shall be allowed between buildings if applicable. PLEASE NOTE "No fence other than a wood fence or similar shall be allowed at that location". Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. 61 11) / 55'-0' 4'1'-0' S'-0' 12'-5' 2'-1' 11'-4 14'-9' 3'-10' 4'-2' 0 d) BEDROOM 3 S'-0' CEILING S'-3' UTILITY S'-0' CEIL. F� N EF. -- 50 CFM -- SINK IILvii).c. . J L J / 4 ./ 0 1'- 1 4'-6' 5'-6' 5'-I0' i'-3' 1'-6' x3/a SI -I Azul E 81-6i' M3PI A ROOM 8'-0' CEILING: 1O S.D. 3'-11 ' r Six. 5 c U 21 c.Ip 0 6'-2' BF 2 BATH CEIL. CM. -3 ' • ccl EGRESS ii / BEDROOM 2 8'-0' CEILING 11'-4 1O S.D. 6/0x4/0 XO EGRESS PLAYROOM S'-0' CEILING 6'-11 - FLAT CEILING j — — 4 i i i MIN 42' WALL w/CAP GUARDRAIL PER IRC OPEN TO BELO MOM MEV MAW \1\ SLOPED nomoiii/iNritt l..r"-- 6/0x4/6 XO W/ 6/0x1/0 ATOP (SEE Er_EV.) 61-3' 6'-3' 2/0x6/0 FX (2) 2/0x2/0 FX S.G. w/ 6' MULLION 11-4' 11-2 ' PBL '-31 7,4 110V 8'-2' / mi�i�u�u_u►t�wma�aa+avaz�uam�WA' �xau oi/ ar/G EF. 50 CFM MA •TER BEDROOM VAULTEi'.p CEILING SLOPED CEILING EGRESS SLOPED CEILINGS s/' HOWER 5 ••1' 1'-9' LL 8/0x4/6 XOX (3 EQUAL SECTIONS) S/0x1/0 ATOP (SEE E_EV.) 7'-6' 1'-6' MASTER BATH S'-0' CEIL. 5'-11i' EF. 50 CFM 12' i 2/0x2/0 FX 3'-S' 41-41 1 4'-2' 1• SOAKING TUB SA. 4? -44- -, 4/0x4/ XO 4'-0' 41-01 12'-6' I1'-6' 15'-0' S -0' 51-01 55'-0' UPPER FLOOR PLAN 1/4' = l'-0' • UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. TI -4E LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENINGS HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. as 100 SQ INCH TRANSFER GRILL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 042011 City of Tukwila BUILDING DIVISION RECEIVE CITY OF TUKWILA, MAR 3 0 2017 PERMIT CENTER br7 0069 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-2S-11 4 * 8 • • FOUNDATION VENTS AS REQ'D --� lo • • • • 55'-0' 41'-0' 8'-0' 14'-9' ♦ 12'-0' 20'-3' 2'-6' 5'-6' / a 4' THICK CONC. SLAB GRAVEL FILL 2.0 T /� • 4 BARS L g 18' O.C. A q 10 TYPICAL � I I I I 1 — k -I- -- A-- 1 I- - 1 1 1 �0 - 2.0 tig 4 gq`� e g Q -- ---I- -I- - -I- A 1 I —- j— C,4UJL.SP.4C —S' FDN 5'-4 ' 5'-4 6 $'-4 MIL TH L ' VISQUEEN UG SPLICES -TOUT VAPO CRAWL 12'. 5I-4? (BACK) BA4RIER ACE 3'-4;' 5'-43' 5'_42' S'- I s -y, II lC 16' FTG 4x 0 D= +22 0 -It to II ill --0--- --+— +�—+-- le. -- rt -- 111111•10 -F2 JST. e to s CONI. RIM JOIST _ 2 -0' 3'-'1' 3'_-1' 3 _-1" 3'- ' '-3; ' 2'-1i' 2'-0 k/ z PE . / i ♦ ♦ )' 2.0 � \`toW NII fa R ok Z \VIII\\\\I �� 1 \I= ,� / \\ B i , ��>.Vii!D Ui\��h —Mil :.1\�� •UT \-0- .•--wa\\\\\`. �\ ,� r 0" 3'-"' 9'-3' 3'-3�' 5'-1' 5'- 2' p� !��� FU `�`A\� \�� SLAB \ - - CONC OVER 1„ x0 ,I Y 2.0 i GRAVEL FILL >r- 2X10 1-1P2 JST. • 16' O.G. NES L. J I "x36'x12I �� F - I 36 24' SIA. X 8' 1-- ~ �� ` CONCRETE FTG. tsa.r-=� - 6x6 4-* 4 BARS EACH INSULATION 0 BASE 4 C. - 18'x24' C1�,gWL �; --PT. POST MAY _ (TVP) SPACE ACCESS' -' - 1L JST, l \ \ 1 W/ CBQ BASE L • J to to .p \ \ Y \ \ ` 4' \/ 6 MIL. CONC. SLAB W/ VAPOR BARRIER ♦ 11'-1' OVER AND 4 COMPACT SAND GRAVEL BASE 2 -0' .3' 4 -3 2'-0' A SLOPE 3'TO DOORS /� i� �� rd I J L 1 �'�ii/ \ I� \O\\\\\� \., -�- �- 4x1 r 1 \ \\\...„..-- .!-2i' 42'x42'x12' FTG. \ k NI�CONCRETE 4 614 W/ 5-+ 4 BARS EACH WAY BARS .s:•,.._:•----..,_\ \ ;;, 18' O.C. TYPICAL �9 I- _ �-��*Flu avu� ov _ ii 4' THICK S'-3' RO. ��� -- - CONC. SLAB / t,,, 0 GRAVE FILL -g 16'-3' RO. p \� 4 sAliblorAilk ��R' \� g� —THICKENED 10 s N2`• 2.0 EDGE �� 4x4 P.. w/ 24' CONC. POST 4'x8' �.03e. PAD R 'k, g 11'-10' 8' T'-8' w/(2) 4 (TYP 3'-10' E.W. 2) 10'-0' 10I-0' R 5'-0' 6'-0' 12'-6' 11'-6' ♦ 20'-0' I '-0' 55'-0' .1' J • • FOUNDATION AT PATIO NTS 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB 04 MARS INTO CONC. SLAB 18" O.C. OUNnATION FLAN 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 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) L • 0 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 inspection 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 en¢ineers report shall be •resented to the buildin ins,ector at time of footin insp_ ecp tion• 4' o SCI -IED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 5I' VIEW VEHICLE IMPACT 5ARRIER DETAIL FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIR!" i UNDISTURBED SOIL. 2. ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL *2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 6' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEAT14ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL EE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. ® INDICATES 'SIMPSON' HOLDDOWN. 12. SEE SHEARUALL SCHEDULE FOR A ANCHOR BOLT SIZE 4 SPACING (SWT 51.0 IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. br7 b REVIEWED FOR CODE COMPLIANCE APPROVED MAY 042011 City of Tukwila BUILDING DIVISION VENTILATION USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D -1225/150 a 8.16 SQ. FT. PROVIDE C EFORNEDILA Its 12 VENTS REQ'D RECEIVE_: CITY OF TUKWILA MAR 30 217 PERMIT CENTER z w •1-4 z iT oMo ae w; •:• z 1!; .•. . N 4-2 zx o • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-28-17 5 LSTA30 - HDR 4 SILL TO 3x BLOCKING. S/82.0 B 4xS DF +2 2X12 FLOOR JOIST BEARING WALL z c JOIAT e fro' 51i4xIII4LVL - - - - - - - - BRG UTALL c - BEARING U.ALL \\\\\ \\\\\ k \" E ✓ -1 I" 1 r 1 r r1 r I-IT&20 BEA t`i1 TO TOP P A J L J L 2 -2X12 1 r BEARING WALL LSTA30 - HDR 4 SILL TO 3x BLOCKING: 8/S2.0 4 x10' DF442 4'x10' DP2 r® O ti 2 7/ B/ MSTC 52 (/ //, , ,, \\\\ �\\,,, ,,,,„\\V` 1 2X12 FLOOR JOIST JOIST to 12' O.C. UN.O. \‘, \\\ �� 1 MO - - - - - - - - - - - x 16.5 GLB - - - - - - - - - - — (3) 2 x 12 LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/82.0 3112 x 111/4 LVL - - - - - - - - - - - - — C 1 B MC 52 6x6 P.T. POST W/ CCQ CAP CBQ BASE -1 31/zx12GLB - MD 44 OEM - - - - - - 2'-10' T. 15M 4 x 12 UFFEIR RAM ING FLAN CONT. DBL. TOP PLATE R -IO RISID INSULATION (4.0 SHADED EXTERIOR ARES SE OP WALL KINE, STUD EXTERIOR PLYWOOD TRIMMER HAR/INSULATIoN DETAIL NTS FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST 8E 150TH GLUED AND NAILED W/Sd NAILS * 24' 0.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO 15E 4x8 DF 42, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. ® MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 2S%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 0 5 r. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: LS2-2825-3R Date: 3-2S-11 6 LSTA30 - HDR 4 SILL TO 3x BLOCKING: S/52.0 TRUSSES DSC2 GIRDER TO TOP PLA E 4/82 1-1t520 GIRDER TRUSS TO TOP PLATE 4/S: J 2x6 OVER - FRAME e24'OC. =17.1Cia - h1___ = x 4x4 P.T. POST w/EPCZ CAP 4 PB BASE (TYP) �t N ROOD FRAM I NCS FLAN CONT. DBL. TOP PLATE R -IO RI6I17 INSULATION 0 EXTERIOR SIDE OP WALL (SHADED AREA) KIN& STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS • ROOF VEN'Vk LOTIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT M THAN �� . OF REQUIRED VENTS SHALL BE IN UPPER ION OF PORT VENTILATED ROOF SPACE (NO MORE .��� �.\ 3' = jtk, OR NKA1-LEST POINT) WITH THE BALANCE OF REQUIRED + ILATION PROVIDED``/ VE , IRC 806.1 ENCLOSED AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED ►� CTLY TO THE UNDE 4- P E OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. kwilLATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH I' ' MIN. 41/4' MAX. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING w VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL EE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. F FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE 114E HEIGHT OF NON-COMPRESSED INSULATION, 412' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS ROOF OVERFRAME NOTES: IRC SEC R8023 1 RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SMALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) Q ROOF FRAMING NOTES: >. ALL HEADERS TO BE 4xS DF n UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WI R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER M,4Nt ACTURE1 SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' PER IRC SEC 8011 • ACCESS HATCHES OR DOORS SHALL 8E WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON TIME SURRCI.NDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO CCMPLY WITH IRC SECTION R802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE THE ROOF OVERHANG IS 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1). REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2011 City of Tukwila BUILDING DIVISION ` REFER TO SHEAR WALL SCHED. 11 00 6 e RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 609 BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. • rz • ;* 414 z tin en O o\ C �N • Fs100 •• Z M ZSy- 3 0 V • '4•• 7.§ r. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-2S-11 7 W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 1/16" LP FLAMEBLOCK FIRE - FATED OSB SHEATHING WATER BARRIER 2x6 STUDS 16' O.C. W/ 1R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING 16' 5/8" TYPE 'X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1-1EADS COVERED W/ JOINT COMPOUND. 51/2" T1 -I 1 CK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR • 1 2x6 STUDS 6 16" O.C. EkIZAR.2 21.12..[.i•..I..2zezY.� x`.7RI. AMI2r.•z✓ l.`a.•ant. r`t l MatZtlUMI 2.RMUZIA MAZI C.2: IVAI.7 K9 5/S' TYPE "X" GLOB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 1/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8' O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 DESIGN: INTERTEK LPS/UJA 60-01 EAVES 4 WALL WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.I MIN. 1/16" CATAGORY LP FLAME5LOCK UJ/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIBER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT I T I OUS STUCCO '. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING NO SCALE oTA COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER C. R90 �' VEN s 2x®•VE OC �' 2140'S EAC ` O �-• PPROVEO ON BAFFLE URE 1' .MIN. AIR SPACE. PROVIDE DRIP W/ A MIN. 2' OVE 2 NsbQ TYPICAL EXTERIOR WALL (2)2x6 TOP E 2x6 STUDS 16' O.C. 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED 0615 SHEATHING OR 54. TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN POST pETAI AOTRUCTURES FROM PR SPERtY LINE NO SCALE W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 7/16' SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 NO SCALE STAIR NOTES: PER IRC R311.1 • STRINGERS TO ea FIRE BLOCKED AT BOTH TOP AND Sorra t • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. ' MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RUN TO BE 10'. • MINIMUM HEAD I4EIGHT TO BE 6'-8'. • MINIMS'? STAIR WIDTH TO HE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EMEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMUM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OP HANDRAIL SHALL BE NOT LESS 1 I/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC R311.1.52J • SPIRAL STAIRS PROVIDE MIN 1 1/2' RN A A PONT 12' FROM WHERE TREAD 18 NARROWEST PER IRC R311.1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISEN P.T. 2X12 TREADS TO STRINGERS 36'X361tilit' )114. CONC 4' SPHERE SHALL NOT PA88 THROUGH 4 .C. HANDRAIL TO DE PRESENT ON ON AT LEAST ONE SIDE GP STAIR HANDGRIP PORTION OP HANDRAILS 01114HAVE CIRCULAR CROSS SECTION 4; MIN. 1 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OF It'. ALL REQUIRED GUARDRAILS TO BE 36' MN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON TFC SIDES OP STAIR TREADS 8HAd.1. NOT AJ.LOIU A SPHERE 4 INCHES (1 ) TO PA88 THROUGa a 1-7tt4X NOSIM 'EXT 12 2X4 THRUST BLOCK INTERIOR JOISTS PER PLAN DBL JST L2 MTHANGERB AT EA STRINGER 3-2XI2 P.T. STRINGERS RIOR • 6' SPHERE UNABLE TO PASS TROUGH OPENING BELOW STAIR INSTALL 4' GRUB • CEILING, AND UA4LL8 (3) 2XI2 STRINGERS FIRE BLOCKING a MID-8PAN AND IN 81110 WALLS ALCM AND N LINE ulrtH 81RIMERS F AREA UNDER 8TAIR6 18 L FINIS EP AL STAIR DETAIL AND NOTES ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED 8Y EAVE VENTING. DOOR TO UTILITY HALL LOOR CONS 3/4' T PLYWOOD GLUED 4 N (S E FRAMING P SIZE AND CTION: B-FLR. ILED TO AN FOR -ACING) sr-A144PER UPPEn FLOOR PRM'& PLAN I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FRES PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. x4 CLG JST 024' O.C. KITCHEN FLOOR CONSTRUCT u : 3/4' 4G PLY •'• • :.'e - - R. GLUED 4 '1 LED 0 (• E FRAMING P AN -.PR SIZE AND "ACI ) DOOR TO POWDER ROOM NO SCALE REVIEWED FOR ODE COMPLIANCE APPROVED Nig 0 4 2011 City of Tukwila ILDING DIVISION CLOSET 2x5 LAND'G TIGHTLINE GRADE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. CRAIA LSP) CE R-85 INSULATION HI614 DENSITY CRAWLSPACE ACCESS RECEIVE, GRADE CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER FOUNDATION DRAIN: 4' DIA. PERF PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC U I L77 I NG SECTION 0 C 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-28-11 8 .. •a• S. . .••C• l• .i ..• •t1.• MIN. 6X6 PT POST 1/16' LP FLAMEBLOCK FIRE - RATED 0615 SHEATHING OR 54. TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN POST pETAI AOTRUCTURES FROM PR SPERtY LINE NO SCALE W/ IN 36' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 7/16' SHEATHING SIDING PER PLAN EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 NO SCALE STAIR NOTES: PER IRC R311.1 • STRINGERS TO ea FIRE BLOCKED AT BOTH TOP AND Sorra t • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. ' MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RUN TO BE 10'. • MINIMUM HEAD I4EIGHT TO BE 6'-8'. • MINIMS'? STAIR WIDTH TO HE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EMEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMUM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OP HANDRAIL SHALL BE NOT LESS 1 I/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC R311.1.52J • SPIRAL STAIRS PROVIDE MIN 1 1/2' RN A A PONT 12' FROM WHERE TREAD 18 NARROWEST PER IRC R311.1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISEN P.T. 2X12 TREADS TO STRINGERS 36'X361tilit' )114. CONC 4' SPHERE SHALL NOT PA88 THROUGH 4 .C. HANDRAIL TO DE PRESENT ON ON AT LEAST ONE SIDE GP STAIR HANDGRIP PORTION OP HANDRAILS 01114HAVE CIRCULAR CROSS SECTION 4; MIN. 1 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OF It'. ALL REQUIRED GUARDRAILS TO BE 36' MN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON TFC SIDES OP STAIR TREADS 8HAd.1. NOT AJ.LOIU A SPHERE 4 INCHES (1 ) TO PA88 THROUGa a 1-7tt4X NOSIM 'EXT 12 2X4 THRUST BLOCK INTERIOR JOISTS PER PLAN DBL JST L2 MTHANGERB AT EA STRINGER 3-2XI2 P.T. STRINGERS RIOR • 6' SPHERE UNABLE TO PASS TROUGH OPENING BELOW STAIR INSTALL 4' GRUB • CEILING, AND UA4LL8 (3) 2XI2 STRINGERS FIRE BLOCKING a MID-8PAN AND IN 81110 WALLS ALCM AND N LINE ulrtH 81RIMERS F AREA UNDER 8TAIR6 18 L FINIS EP AL STAIR DETAIL AND NOTES ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED 8Y EAVE VENTING. DOOR TO UTILITY HALL LOOR CONS 3/4' T PLYWOOD GLUED 4 N (S E FRAMING P SIZE AND CTION: B-FLR. ILED TO AN FOR -ACING) sr-A144PER UPPEn FLOOR PRM'& PLAN I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FRES PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/S INCH TO FACE OF STUD. x4 CLG JST 024' O.C. KITCHEN FLOOR CONSTRUCT u : 3/4' 4G PLY •'• • :.'e - - R. GLUED 4 '1 LED 0 (• E FRAMING P AN -.PR SIZE AND "ACI ) DOOR TO POWDER ROOM NO SCALE REVIEWED FOR ODE COMPLIANCE APPROVED Nig 0 4 2011 City of Tukwila ILDING DIVISION CLOSET 2x5 LAND'G TIGHTLINE GRADE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. CRAIA LSP) CE R-85 INSULATION HI614 DENSITY CRAWLSPACE ACCESS RECEIVE, GRADE CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER FOUNDATION DRAIN: 4' DIA. PERF PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC U I L77 I NG SECTION 0 C 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-28-11 8 *O IIN 1 LS_ JLC J 1 110V SD. \ v 1 raJ TO SWITCH ABOVE CLG. OUTLET CLG. OUTLET A I 1 \ WP N i MAIN FLOOR L!CTRICAL LAN 1/4"= 11-0" 7 UPPER FLOOLCTRIAL PLAN INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATINCG TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL t0 CONTROL 714E LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WI714 AN ARTIFICIAL LIGHT SOURCE LOCATED AT 744E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRNG. EXTERIOR STAIRWAYS PROVIDING ACCESS TOA BASEMENT FROM THE OUTDOOR GRADE LEVEL SMALL BE PROVIDED WITH AN ARTIFICIAL L13147 SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. br, O®v L _ J N N i i N ELECTRICAL KEY OVERT -LEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (Vt05) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V W/ BATTERY BACKUP CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE 5155 EXT. FAN VTOS iLEJ ranlre v -UC REVIEWED FOR CODE COMPLIANCE APPROVED MAY 042017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER h Mh xv 00 07, 00 W EH .= 0 49 xx ;2 *d a � o N • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-2825-3R Date: 3-2S-17 9 EN1AL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (18C), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kz, : 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se : 1.5 - IBC FIGURE 16133(1) Spa : 1.0,1e:1.0,R:6.5 Ce : 0.154 25 PSF (SNOW) 15 PSF 40 P5F (RESIDENTIAL) 10 PSF INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FSE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAYING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 P5I WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 11/2 ". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOLN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (F9 = 60,000 P5I) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR I'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED N PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (45 AND SMALLER) 2" (4'16 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DF42 OR BETTER 2x FRAMING 1-11:42 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "UJLLJFA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AI90.I, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Fb = 2,400 P5I) FOR SIMPLE SPANS AND 24F -VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER 51-IALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL 14A5 BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900,000 P51). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 0S61 -R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". D0 NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL 8E 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d G 12" OC. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d 6 8" 0.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d 6 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 1 12" OC. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UNA. PROVIDE SOLID BLOCKING AT Rill JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" 0C. AT ALL SUPPORTED EDGES AND Sd COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" 0C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TFI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUS5-TO-TRUE5 CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS NAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK 514001 ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SNEER WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX Sd G 6" 0.C. 5/8" G 60" O.C. Qa I I = 230 PLF A> OR OSB f3> 1/2" CDX OR 0515 Sd 6 4" 0.C. 54" e 32" 0.C. Qa I I : 350 PLF 1/2" CDX Sd 6 3" OC. 5/8" 6 16" OC. QaII :450 PLF © OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS R SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.10.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 2308.32 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 2306.3. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 12" 0.C. STAGGERED. A D8C2 - GIRDER, TO TOP PLATE \A I 414 &74 LSTA24 - BEAM TO TOP PLATE-) ik • • • • • • LSTA30- MDR 4SILL TO 3x 131.00K1146. (TYP 2 4x12 4x12 • • • • • • • • • • • UPPER FLOOR A : 1,600 SQ FT LSTA30 - IDR 4 SILL TO 3x BLOCKING.. (TYP. 2 PLACES) 14t620 - BEAM] 141620 - BEAM_T TO TOP PLATE TO TOP PLATE - 1 • • • • • I4T820 - GIRDER 0 TOP PLATE LSTA30 - HDR 4 8111 TO 3x BLOCKING.-\ MP. 2 i'LACES) 4x 10 4x10 - MAIN FLOOR A:1,225SQFT J n 1 B LSTA30 - MDR 4 SILL TO 3x BLOCKING. MP. 2 PLACES) t, xxTN A 0 1 A:636 SQ FT X M a . 5%x165GLB LVL • 31ix12GLIB (TYP. OF 2) STEM WALL 2'-0" 8n coNTRICUS FI& REINFORCEMENT 1 I'-0" MINIMUM a STEPPED FOOTING DETAIL SCAB 04' • 11-0' ISSUE FOR PERMIT MSTC40 HOLDOWN. ALIGN WITH EMBEDDED 511-11, TYPE HOEDOWN EL.0W! SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMGN MEMBER OR BLOCKIPIG SHEATHING 4 NAILING PER PLAN. MATCH WALT. ABOVE WHA. 6'-0" MAX • 16d a 16" 0.C. SOLE PLATE NAILING. '4" Su13FLOOR (3) 8d JOIST -TO -TOP PLATE UNO MAINTAIN MR 1V2" END DISTANCE. 2x6STUD s16"O.C.USE DSL SNP s ENDS OF SHEAR WALLS 4 HOLDOWNS. `. FINISH GRADE 18" MIN • 10':0' MAX 2x NAILER AND PT SILL w/ 46'0 ' ANCHOR S0LT 4 3" x 3' x IA" WASHER AT 5'-0" O:C. UNA. (ALT. MASA ® 48' OZ.) MID TYPE HOLDOEN PER PLAN, 4413AR•10"0.C.-HORIZ 2'-0" 14L13AR + 16' o - VETT. MA U 1 FINISH GRADE IS" '4 BAR CONTINUOUS MND (Trp OF 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION SCALE' 14' • 1'-0' 0 0 CO 0 0 +A 034 O A 0 CO 03 CO as 0 os a b w M REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2011 City of Tukwila BUILDING DIVISION RECEIVED Ci fY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 17 OObg COPYRIGHT 2011, SEGA ENGINEERS 0 1/2" RATED SHEATHING 8d*6"ac. 2x VENTED BLOCKING. END NAIL TO TRUSS EACH END w/ (2) 8c1. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING H1 FRAMING ANCHOR EACH TRUSS. USE H10-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" OC. STAGGERED 2x FRAMING PER PLAN. (BEAM At SIM) 1 1 TYPICAL ROOF FRAMING CONNECTION 52.0/ SCALE: 1" • 11-0" MSTC HOEDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 16d a 16" D.C. SOLE PLATE NAILING. SOLID RIM JOIST 34" SUBFLODR (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11/2" END DISTANCE. 2x FRAMING PER PLAN. (BEAM AT SIM.) JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6 6" 0.C. STAGGERED. B 1 TYPICAL FLOOR FRAMING CONNECTION 52.0/ SCALE: 1" • i'-0" 1/2" RATED SHEATHING 8d a6"OC. (4" OC. e SIM.) GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. i� 1� 435 a 48" OC. (USE 24" O.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR * 48" OC. SECURE w/ 434 EACH END. oircurii 2x FRAMING PER PLAN. (HEADER 6 SIM) ROOF FRAMING 6 GABLE END SCALE 1" • 1'-0" TJI BLOCKING 10d 6 4" D.C. - STAGGER SIDES. NAIL THROUGH TOP SURFACE (DO NOT TOE -NAIL). SHEATHING 4 NAILING PER PLAN OR SCHEDULE. Sd64"0C. 3/4" SUBFLODR I -JOIST PER PLAN 2x FRAMING PER PLAN. (BEAM AT SIM.) ro 1 FRAMING AT INTERIOR 51 -TEAR UJALL 52.0 SCALE: I E: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 8de4"OC. ROOF SHEATHING PER PLAN NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. TRUSS OR RAFTER PER PLAN 2x NAILER OR TRUSS w/16d68"0C. ROOF FRAMING 6 51 -TEAR UJALL 52.0 SCALE: 1" • 11-0" EXTERIOR SHEATHING ad • 4" D.C. 2x BLOCKING w/ 16d NAIL 68"0C. 1/2" RATED SHEATI-TING 2x BLOCKING 2x STUD 2x STUD PER PLAN 2x BLOCKING 16d 6 S" 0C. SOLE PLATE NAILING 34" SUBFLOOR 211n11141Pla MONO TRUSS PER PLAN JOIST PER PLAN IUS HANGER BEAM PER PLAN LU524 HANGER MSTC HOLDOWN PER PLAN LOWER ROOF FRAMING 6 SHEAR UJALL SCALE: 1" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE I6d 6 8" D.C. SOLE PLATE NAILING. 8d a 6" 0C. UNO 4" SUBFLDOR JOIST PER PLAN IUS HANGER BEAM PER PLAN 51-1EAR WALL FRAMING AT FLUSH SEAM SCALE: 1" • i'-0" NOTE: SEE ARCH FOR FLASHING 4 TRESHOLD CONDITION. SHEATHING $ NAILING FER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 5i9".x5"LA6 BOLT a 32" 0.C. 16d 9 8" 0C. SOLE PLATE NAILING. 2x RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11/2" END DISTANCE. LUS TYPE JOIST HANGER JOIST PER PLAN 2x PT LEDGER w/ (2) ROWS 16d68"0C. 34" SUBFLOOR JOIST PER PLAN 2x STUDS PER PLAN. (BEAM AT SIM.) FRAMING CONNECTION 6 DECK SCALE: 1" • 1'-0" 8d 66"0.C. SUBFLOOR PER PLAN AC POST CAP 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR (ALT. A34 ANCHOR 1U10 SIpES)� FIG PER PLAN--\ FINISH GRADE 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST FER PLAN ' ,• A 18" MIN. 12" MIN. FLOOR FRAMING AT CRAWL SPACE SCALE: 1" • 11-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 1/4 WASHER PER PLAN OR SCHEDULE. USE 5/84 6 60" O.C. MIN. 6" MIN_ FINISH GRADE OR SLAB ON GRADE STHD HOLDOWN PER PLAN 1'-6" MIN. t_ 8"'t a• 4 • 4 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOEDOWNS. SEE SHEAR UJALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER *4 BAR - WORM 54 L1AR • 24" 0.C. - VERTICAL IP4 BAR CONT. 1'-4" FOUNDATION AT SLA5 ON GRADE SCALE: I" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD e ENDS OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a S.O.G.) FINISH GRADE 12" MAX. (S.orG. a SIM) 4 16d a 16" 0.C. SOLE PLATE NAILING. X34" SHEATHING ANCHOR BOLT w/ 3"x3"x14" WASHER. SEE SCHEDULE FOR SIZE 4 SP4CING.USE 5434 AT 60" D.C. U.N.O. 2x PT SILL 1'-6' MIN 2'-6" MAX. ' AR - HORIZ. ST11 WOLDOUN PER PLAN. -*4 L BAR 9 24" 0C. - VERT. ,D A D 04 BAR CONTINUOUS 1 f—S'I_7( 1'-4" FOUNDATION AT CRAWL SPACE SCALE: 1" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD 6 ENDS OF SHEAR WALLS 4 HOLDOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 51-1EATHING 4 NAILING PER PLAN. I6d 9 16" 0C. SOLE PLATE NAILING. 2x NAILER OVER 2x PT SILL w/ ANCHOR BOLT 4 3"x3"x14" WASHER SEE SCHEDULE FOR BOLT SIZE AND SPACING. USE 544 AT 60" 0.C.UN.O. 34" SHEATHING 1'-6' MIN STHD HOLDOUJN 4'-0" MAX. PER PLAN r- 8.( JOIST PER PLAN JB JOIST HANGER *4 BAR - HORIZONTAL °41L BAR 6 24" 0C. - VERTICAL 8" 1'-4" '4 HAR CONT. bitril FOUNDATION AT CRAWL SPACE SCALE: 1" • I'-0" 1'2" RATED SHEATHING w/ 8d a 4" O.C. TO FRAMING DBL 2x TOP PLATE. (BEAM AT SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. 2x STUD (NOT a SIM) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: In • 11-0" DBL 2x TOP PLATE---\ HDR PER PLAN. TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (TYP) 2x SILL PLATE–\ 1/2" RATED 514EATHING 4 NAILING PER SCHEDULE. 3x BLOCKING (Tip) REVIEWED FOR CODE COMPLIANCE APPROVED 51-1EAR UJALL FORCE TRANSFER DET ,I -L SCALE: 1" • 1'-0" MAY 04 2011 City of Tukwila BUILDING DIVISION LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 16" 'MINIMUM 10'-0" MAXIMUM TOP OF STEM WALL ELEV. VARIES STHD14 HOLDOUJN UNO. 0068 NAIL SHEATHING TO HDR w/ 8d a 3" 0.C. EACH WAY. ' + FASTEN TOP PLATT= TO HEADER /uii (2) ROUJS 16d AT 3" 0.C. + + ' (2) 2x STUDS (TYP) + +-+'+-+ ++ + + • ++ 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP 1). NAIL w/ (2) ROUJS 861 6 3" 0C. AT PANEL EDGES. (2) 2x PLATE. (NAIL • SHT'G TO EA PLATS C E I V E D CITY OF TUI WlLj • MAR 302017 2x PT SILL PERMIT CENTER (2) 543"d) ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 1/4" GALVANIZED iE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ *4 BAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL + + + + + + • SCALE: NONE COPYRIGHT 2011, SEGA ENGINEERS ISSUE FOR PERMIT Stru 22939 SE (360) 886-1017 srfRuc-r11,41 JOS 13-023