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Permit D17-0069 - CARY LANG CONSTRUCTION - MACADAM LOT 4 SINGLE FAMILY RESIDENCE
MACADAM -LOT 4 4815 S 136 ST D17-0069 Parcel No: Address: Project Name: 0 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 1523049314 Permit Number: D17-0069 4815 S 136TH ST MACADAM - LOT 4 Issue Date: 5/11/2017 Permit Expires On: 11/7/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NGUYEN ANH HUYEN THI 1355 HACIENDA ST, ANAHIEM, WA, 92804 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F 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: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: 1 Permit Center Authorized Signature: I/41 Date: I hearby certify that I have read and examined this permit and knthe 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 permi,and agree to the conditions attached to this permit. Signature: y Print Name: G v m G Date: 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: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. o 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: 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. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: All plumbing and gas piping systems shall 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: 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). 40: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall 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) 41: 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) 42: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 47: 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. 48: 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. 49: 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. 50: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 51: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 0 o 52: 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. 53:. 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. 54: Any material spilled onto any street shall be cleaned up immediately. 55: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 56: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 57: 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. 58: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 59: 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. 60: 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. 61: 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. 62: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 63: 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. 64: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 65: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 66: 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. 67: 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. 68: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 69: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-00xx. Fee based on three new single family reidences. 70: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 71: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 72: Project shall comply with geotechnical recommendations by Migizi Group, INC, dated January 26, 2017; and subsequent geotechnical evaluations. 73: 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 74: 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. 75: 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 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 Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: WW1 placf. (For office se on 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: King Co Assessor's Tax No.: 5 2- 3 0 / 1 3 / `T "Ith9 PROPERTY OWNER Name: 2 lir Address: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: 21 e/ 5 2-L/jl e S'Wf ; City:'pc/Q1.n (Vl',./ State:(Ar 4 Zip: QpO!�►� Address: Contetggledgmyj l ✓01 0Date: (7/24//c3 Tukwila Business Licens g.5 . qq 4 t / q4j City: _.. State: Zip: Phone: Fax: City: Email: Ca ry 14„ q 9 A. 07 r ;/.. t: oorN • GENERAL CONTRACTOR INFORMATION Company NameeARC (�Q, v(r� 1-14e. Address: 21 e/ 5 2-L/jl e S'Wf ; City:'pc/Q1.n (Vl',./ State:(Ar 4 Zip: QpO!�►� Phonsi9c04i23_505x: Contetggledgmyj l ✓01 0Date: (7/24//c3 Tukwila Business Licens g.5 . qq 4 t / q4j ARCHITECT OF RECORD Company Name: 5-6-6,_A., Engineer Name: Company Name: Cityn'ic k t Lvtl ort(, State: IA/ ll77d W . - A„ Zip: Q e o, Pho �C,9 _/ 0/ax: Architect Name: Address:. City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5-6-6,_A., Engineer Name: Address: Z9'3 9� s/ 2-92 P z r Cityn'ic k t Lvtl ort(, State: IA/ ll77d W . - A„ Zip: Q e o, Pho �C,9 _/ 0/ax: Email: �yaeNy i rePrS a) Co+..,.c l , Nel LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: /' A- Y 2.41.1 j 60 t✓ii- y✓G• Address: V City: State: Zip: H:\Applications\Forms-Applications On Linc\2011 Applications \Combination Permit Application Revised 8.9-1 I.docx Revised: August 2011 bh Page I of 4 0 O PROJECT INFORMATION — .501000 Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st floor 1 2- 25 2nd floor /6,o0 Garage [I carport ■ & C Deck — covered_cit uncovered ■/ Total square footage a51-2 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 5l OO l furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ /J 5 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) 1 fuel type: ❑ electric gas appliance vent '1 ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment 45-0D bidet floor drain sink lawn sprinkler system H:\Applications\Farms-Applications On Linc\201 1 Applications\Combination Permit Application Revised 8.9-1 I.docx Revised: August 2011 bh 2 3 3 clothes washer shower water closet gas piping outlets Page 2 of4 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 , ..Water District #125 ❑ .. Highline ..Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate Valley View 0 .. Renton ..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 0 .. Easement(s) 0 .. Maintenance Agrcement(s) 0... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards (((A...Pennanent Water Meter Size 0 ...Residential Fire Meter Size 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size 0 ...Sewer Main Extension ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation 0 .. Curb Cut ❑ .. Utility Undergrounding 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 .. Looped Fire Line Irrigation Domestic Water " WO # 15 WO # " WO# Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or- Private ❑ FINANCE INFORMATION —THIS INFORMATION IS REOUIRED TO BE FILLET) 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 YI�SE E BILLING TO: p 2—el‘-- Name: ((// G C/-•11�I✓�i Da Tele hon�e:/ pp Mailing Address: 2f 974 29.° ° A i — °ieo(e-�l( K.I4(" 1N� / UQZ 3 City State Zip WATER ETER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forma-Applications On Line \201 I Applications\Combination Permit Application Revised 8.9.1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN 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 1 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 OW EE'O R D AGENT: Signature: Date: Print Name: ,I97t// Day Telephone: fe( 211 C� / 'Q� / A 9 eZ Matting Address.v ! G�IG��G( `i�` ` ��" City State H:Wpplications\Forms-Applications On Line \201 I Applications\Combination Permit Application Revised 8-9-1 I.docz Revised: August 2011 bh Zip Page 4 of 4 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 4 A CA -101:nn ( L- a-" `f) PERMIT # ./)/?-- 0o6R (0 4(2.1 s i; 4.-, ) 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 So o Water/Sewer/Surface Water '750` .Sts,//56o Road/Parking/Access [ Soo A. Total Improvements 4,S (5e' 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. (Zo $250 (1) 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 $ 12-0 (4) Use the following table to estimate the grading plan review fee. Use the greater 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 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ -3-7o 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 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) $ 12o 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 ls` 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 1s` 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 $?% (6) (7) (8) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary' Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ (9) 1.1. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $ /0 /3 S$ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 1. f (4- -- 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 $600- $6630 1 $1125 $15 p12.50 $16,137.50 1.5 $242535 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $1252pr' $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 I 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 1 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 CPSYSTEMS DESCRIPTIONS PermitTRAK 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 FEESPAID 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 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $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 B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 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 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 _ $1,262.38 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 R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $228.19 TECHNOLOGY FEE R000.322.900.04.00 0.00 $228.19 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $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 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 CSYSTEMS o ILA ti,4 --r--------- Fed. z J rCI i 2. Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $52,837.57 D17-0069 Address: 4815 S 136TH ST Apn: 1523049314 $2,613.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11181 R000.345.830.00.00 0.00 $2,613.94 52,837.57 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 NO. INSPECTION RECORD Retain a copy with permit DI7-oO& PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection. Request Line (206) 438-9350 Proo!ject: f ,'ii -n' ll Lzy/ �` ! Type of Inspection:ey��n L/'LD/N6- Am)z- Ad resBs: l�j� ; /3f%/' /"/ Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: :l�sLY4q. d� 1474 Approved per applicable codes. E Corrections required prior to approval. COMMENTS: ®lam --aiNC F)N, -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 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request: Line (206) 438-9350 Project:Type //91e/1-Pnril Lc_ of Inspection: C. - dd'/C) 6- i / -27 .! / Address: 94E5/6- s'i /3 6%7 Date Called: 01.< - Ott- PiP( -L.- Special Instructions: /f7NA4 PL. afi4B/.E p7 l. p/per 104_ / e'e/fiebiliCQ1 ✓.QC°ol/2✓NG //?S1) 7b,i/ Vfr-1-CIOR /N&uI-4-77&41 Date Wanted: 1 3-/63 CD p.m. Requester: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ob< - y26oR 431/).44-716111 C. - dd'/C) 6- i / -27 .! / 0K - "Pt goirm' em_ ci /YA-Z___ oK- PLV 5(N G-- lc/1S(/-L- 01.< - Ott- PiP( -L.- ,a-/-- ' e A - IL 6,01// /c/.. //y &)fL(Vol M7 OA 6 "/,".2 /R®u^/0 J',d deTi lhA/S, 6, 4.D,MCS5- /1a,ffils i l I i i 8.' -rp et,"7-78f-- C"b.0_oRS 7 hi> 'S,& , Inspector: �-J Date: / —3,/6 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: Type of Ins , ection: Address: t 'js S' / -S7'2--- Date Ca led: Special Instructions: {' AC4.1 4141 125 r % Date Wanted: ?--//-/ 7 a.m. p.m. Requester: Phone No: Approved per applicable codes. [ Corrections required prior to approval. COMMENTS: f -p) /1/411-- Inspector: 1L 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 IN N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION biz 0069 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /1' C4bkv Type of Inspection: lAlA - /iUAv%i 77cJ Address: ygos-` S 13 6134 si Date Called: 7 a.m. Special Instructions:)) Ltd Date Wanted: 9i p.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspes`tion. 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 1)17-0069 Project: Type nspection: Address: 1r,5 i 3 114 S -r - Date Called: Special Instructions: loll7 Date Wanted: /7 a.n p.m. Requester: Phone No: tiaApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: DK— r ,NG - Inspector: AS Date: 6 — 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 ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION biz-OXC 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: "101/4-C-Ablivl Typnspection: -h24i-Irvl i,J - t -i4 ZS- Address: _ Date Called: Special Instructions:)) Gta7- i Date Wayd: 0 a.m p.m. Request : Phone No: Approved per applicable codes. frAvi Corrections required prior to approval. COMMENTS: t -i4 ZS- 1 '.% 76",+ 1411/PCWV5 AT" teinde irczoi ivy- cc 7qx/1,ivg S 1/1/161 Al1-1644Sele VC 14),-A.4,1 > 6" :,VV r-.1 e/Am q� x i es /A.fr, *Abe, AihAr../h.1/41 nit -,9N EA i2reivii 9 W i SS/Ale, c int: 0C bte /r Z '2 it i 173 L Cc[c4 .? 1rig ,, PAIImet_ g,e Co J2P4'VAL Inspector: Date _, i7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WA" RECORD Retain a copy with permit INSP' ON NO. 1)i7 -o% 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: 4CABA-M� T e of Inspection: U(4 r - > r?iu1� r; Address: Date Called: Special Instructions: Date Wane a.m. Requester: Phone No: 71.4 Approved per applicable codes. L� Corrections required prior to approval. COMMENTS: Inspector: Ai b'+ Date: 5 2 / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be • paid at 6300 Southcenter Btvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b7 -'d 9 Project: Ty.pe of Inspection: Address:,t Q6/S` s 1360 Date Called: Special Instructions: _ '/ 4 Date Wanly: b '7 a.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector: Date: 2- Li7 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: Type of Inspection: v12%SCC 77 oh-) Add ess: /5- .5 , /3771/ S'r. Date Called: e%g ✓^ir/fd6 toALL.S /Ylw5t $i / 6 c ,D Special Instructions:7 �9T � G-� Date Wanted qi 7 a.m: Requester: r DW✓ rice se-C'r-« gD Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: v12%SCC 77 oh-) /A .7I/if'g t3OI L e%g ✓^ir/fd6 toALL.S /Ylw5t $i / 6 c ,D STc , 030—.) .3. ,,1A -,2g q -ii pi. 041,13/k;- 1/s4' s'2®li/l -- a1 e-qjg, r DW✓ rice se-C'r-« gD ni w/+1. -C -S' Inspector: Date: 7-27-17 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 b17- caoq 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: /14 Dom Type of Inspection: R00614 -1 11/4t b CNM?C61- Address: % I S- 5 /34 Sr Date Called: Special Instructions:_ ( a - Date Wanted: -I - 21-i 7 p.m. ����'' Requester: Phone No: Approved per applicable codes. J Corrections required prior to approval. COMMENTS: rvtdeci)RMCfZ- 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 017-03 log Project: /141901 011-04 Type of Inspection: n4-2>716- Address: I - 5, l362 1 S -r Date Called: Special Instructions: LOT- y Date Wanted: -7-.2-7-17 a.m p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: Date: 7_2 7_/ 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 INSP CTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' 1 4/I b,/i i' " Tye of Inspection: k jr f 5/#61 -774/A0 - Address: Agig9' ,5 /3b` °" •Si' Date Called: Special Instructions: tip 1.-- Date Wanted: 7�/7 1l m p.m. Requester: Phone No: Approved per applicable codes. E 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 ‘4 Project: /1/1110- k 4 Type of Inspection: bfLLstf l f �4 Address: S /364 / Date Called: Ins ructions: ilby5 Date Want : 7 /7/7Special a . ,. Request r: Phone No: ®Approved per applicable codes. [Corrections required prior to approval. COMMENTS: Inspector: A REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .bi7•006;q Project: 14 A1•4 -- 2/7 '`I /� Type of inspection: Vi•fDcie"r. ' t4d41"v r Address: 4J /rS )7611 Date Called: Special Instructions: Date Wanted: 6//i9/ 7 (...0...L.. p.m. Requester. Phone No: Approved per applicable codes. D 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 N0. INSPECTION RECORD Retain a copy with permit )1,1- 0065 PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 \t) -A Project: NVICA647.1, - /Cr 4 Typs.4f Type.,Inspection: 5/W-77442- DP --Ai Address: 4/99/&-- S 12C�Y.74 ST - Date Called: Special Instructions: Date Wan d: ®�/ '7 p.m. Requester:t Phone No: KApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: / it 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 D/7- CQ Project: )1440th - 7— 4 T�yp 'f Inspection: howiDA-rierAi NAtt. Address: y �y ///vsr.6 / ' /71 Sr— Date Called: Special Instructions: . Date Wanted: S 24/ 17 a.m. i Requester: Phone No: n Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: At),A0,4 Date/24'J/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 bi?' 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:��j y �' ACAb�' - /G A // Typ 'nspection: ' Address: ''9is 5 /36114 Sr. Date Called: Special Instructions: Date Wante d: 5"Z�I7 a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: b Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit' 127"" PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / 4,_ Type of Inspection 1 11-- Address: Suite #: .V6 l / Contact Person: Special Instructions: Phone No.: ...4.?‹ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Cts 11`l 5 �.c_ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -. Inspector: 4 j Date: f /2i// D Hrs.: I l � M $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 Dr) -0o(09 fr s—, m t Y PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 - Project: Let tA, A. r Sprinklers: Type of IIn-spection: ilQb Address:F � Suite #: ql 5 �3 k � Contact Person: Special Instructions: Occupancy Type: Phone No.: .. 1Approved per applicable codes. Corrections required prior to approval. COMMENTS: bit- + Lear Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: f Inspector: /4,-- /�73 Date: 91111 1 Hrs.: f . 0 $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 Dr7 -006,9 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Sprinklers: Fire Alarm: Type of Inspection: Address:6vr Suite #: rd /c 3 /36771 Contact Person: Special Instructions: Phone No.: L <roved per applicable codes. Corrections required prior to approval. COMMENTS: jVo .I Ass r t n1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:" Date: 9j5/j 7 Hrs.: 6 f f $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 T.F.D. Form F.P. 113 Pr?scriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2=2825.: I L This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values Fisted. 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 AIICIimatelZones) ` - __- Efficient Building Envelope la . R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 491 0.026 Wood Frame Wall9.'" 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 2011 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 less than 1500 square feet. D 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. O 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 1 b 1.0 1c Efficient Building Envelope lc 2.0 Id Efficient Building Envelope.ld 0:5 2a ; Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air 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 5a0.5 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 ▪ I�ECFI V Elg EI OF TUKWILA MAR 302017 0 PERMIT CENTER 1.0 O ❑ 0.5 0 1.5 *1200 kwh 0.0 10'OO 3.50 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 less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. 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 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 1 Ref. U -factor Width Height Qt. Feet Inch Feet. Inch 8 Width Height Qt. Feet Jnch Feet inch �- ENTRY - - 7 8 -0,28 3.36 DEN 6.72 8.0 (128' 3- DEN.- 72.0 --028 , 1 KITCHEN, 2.24 33.0 0.28. 124�._ UTILITY 4.5 1.26 0 28 5.60 NOOK 6.72 _; 0,2a _. 2 GREAT ROOM; 44.0 6 0 28 1 UPPER ENTRY a___. , 0.28 0.0 UPPER ENTRY 0.0 0.00 0 28 1 MEDIARO:OM' ---__-_.028_ 5 s__ 15 BEDROOM 3 �' 0.28 1_,1--6 BATH ,. 3�_' 028 1 BEDROOM 2 0.0 0.00 0 ,5. 16- PLAYROOM T 4� 0N28 MSIR-BATH:0 28 MS:TR BATH 0.28 MASTER EDROOM 5=i`_, 28- - __ _ ---0 r - ------, 77--.-- --7 L...._ __,-- __ . __ - - 1.=___+ A a-__ Width Height Qt. Feet Inch Feet. Inch 8 Width Height Qt. Feet Jnch Feet inch �- _. 0.0 8 12.0 3.36 24.0 6.72 8.0 : 2.24 3- 2-- 72.0 _-_, 1 64 2.24 33.0 .. 9.24 124�._ 5.60 4.5 1.26 20.0 5.60 6 6.72 6Y 4.48 2 6-_ 44.0 6 0.0 1 2 .0.00 6 0.00 0.0 0.00 0.0 0.00 0.0 1 6; 0.00 5 s__ 15 0.00 .4 0.0 1_,1--6 0.0 0.00 3�_' 0.00 1 54. 0.0 0.00 0.0 16- 4� 8 5=i`_, 6 L...._ __,-- __ . __ - - 1.=___+ 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 -. -- - - ---s - L - . - . • l r------ - r - _■ - 1 _ i It, - -p-_ -4 7-., i___. L__..- - . -I _ _ .b_ _"_ - J+ - --"-- ----.._.. . - -- r--- ter-. .,-.-�-.. t---r r -- .o -----i - i Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width . Height Qt. Feet Inch Feet Inch 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 _ J. r------ - r - _■ - 1 _ i • -- - -p-_ -4 7-., i___. L__..- - . -I _ _ .b_ _"_ - J+ -� r -, ---,i -.7-----9 '.--- 1 t---r r -- .o -----i - Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width . Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 _ J. r------ - r - _■ - 1 _ i 0.00 0.00 r....1 i."T____IT-1 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 L2B=2672 Contact Information 1 Heating System Type: 0 All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions ( Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions JO R-49 Single Rafter or Joist Vaulted Ceilings Instructions LilSelectR-Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Fi ure 1) Instructions Select R -Value Location of Ducts Instructions C' Unconditioned Space Design Temperature Difference (AT) AT= Indoor (70 degrees) - Outdoor Design Temp 2,825j 85 Conditioned Volume 24,013 U -Factor X Area 0.30 U -Factor 0.50 X Area U -Factor X 0.026 U -Factor No selection Area X Area U -Factor X 0.056 Area 2,668; = UA 114.60 UA UA 46.57 UA UA 149.41 U -Factor X Area UA 0.025 ' _1;790. _._ , 44.75 U -Factor X No selection F -Factor No selection F -Factor No selection Area X Length UA UA X Length UA Duct Leakage Coefficient 1.10 Sum of UA 355.32 46 Envelope Heat Load 16,345 Btu / Hour Sum of UA X AT Air Leakage Heat Load 11,929 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 28,274 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,102 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,542 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) fl STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan LS2-2825-3 March 9, 2017 Job No.: 12-023 Location: 4815 South 136th Street Tukwila, Washington Copyright 2017, SEGA Engineers REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila :BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 1:11-00(oq SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two-story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood 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 11 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 (Vu1) 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) t/2" OSB 2x @24" Insulation 5/8" GWB Misc. Snow, Pt 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 t/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 Uppg+Z 9L T5rvi e G RiU >c- ,= 196' JOB NO. LSZ - Z,BLS 3 07-3 FIGURED BY CHECKED BY DATE9f 7 f SIMMS OF 11/4p,,9 �t v t tot &SeY too ixp (z). plr) j(-5.(,)•1- I)(o9n'1 1% (3z�J(4 w(t)t (L44(4F)()( -3- (1Z) (4910 Cij (3z,)= 11 *LI s". s.1 — ?qv) ckV \". 011VI'J� - -ph 5'/t&LA. F tz: l°I,;IC- g.lx M= (/2, sF5 C g-zy -L1z) 2 ')(010k )(.174 ) ` \/ _ c,tpe 1 st19i L 73M. e (a-,�2,4 3 L \(4L F 00 �, 1/.421-413A4 " (n, 11 -" FO f3, c, //PP. V7 Lit" thgi ") = 41 c' -/, -= 4 ser o , kt 01c V/P ( lef 3, 1 oak/„)z 44,pir ok t 9 214 Copyright 2014, SEGA Engineers Sih 314•�.iZ SEGA. Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 6n -o+ IA) (y IANt Room t 3 )(dant) = coda , �{ (.4) {4°PJr) CUE) 0-1(&) t-( ,1 JOB NO. 1s&-- V6Z ) 3 -01,3 FIGURED BY Gy"" CHECKED BY DA r jz i SHEET 4 OF kT 3z)- z17cp* h: (3,i ) (1,1)- (3•5'A0•L°f f�t3ti) r S';k 1 f = Z-1(6,1/- = 213J Thm e_ AJ 0-014 )t, tu t'14) 1- w-": U`'" L z\ L5) psr) rLoo pt - (5--.7,z-)640 -=-1 -1)I1S r r - c L)14°%sr) (O14,1\ 'pJ\ ()4')() + ( )(.4° ;)t z l �,. } 718$se -37 WL ple M` t��L�C ��1 r� — 1b�2')Li,gz' � ti) `2)13y� ���f Sii xi'Gra) Itf z. €k c)�,z�)yt.�')L= €k ,0,03 w — k 1,1/0 2zPprr,. oL (0, -"tiro Str of 4s-(0,1-011523 !/tea Copyright 2014, SEGA Engineers 13 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 - (Altercate ASD) SEISMIC Maximum Base Shear, V = F SOS W R where, F = 1.1 SDS = 1.00 R = 6.5 For W: Two -Story Building SS = 1.5 Fa = 1.00 Table 12.14-1 W = Seismic Weight Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) Wroor= (55ft) (32ft) (16psf)+ (2) (55ft+ 32ft) (4.0ft) (9.5psf) = 35 kips Moor= (55ft) (34 ft) (14 psf) + (2) (55ft + 34 ft) (8.5 ft) (9.5 psf) = 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 = ? Kn Psao Eq. 28.6-1, Sect. 28.6.3 where, X = 1.00 0 -15 ft Exposure B Figure 28.6-1 = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft Kn = 1.00 Section 26.8 P30 = 17.7 psf 110 mph Figure 28.6-1 (ASO) 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) VOb= (55ft) (10ft) (17.7psf) + (55ft) (5ft) (17.7 psf) + (55ft) (5ft) (17.7 psf) + (47 ft) (5ft) (17.7psf)) =23.6 x 0.6 = 14.2 kips Therefore, Vsrs= (41 ft) (10ft) (17.7psf) + (35ft) (5ft) (17.7psf) + (32 ft) (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 = wx V (Eq. 12.14-12) W = (34.8) (9.1 k) = 4.2 kip (75.3) Fflnor = ( 40.6) (9.1 k) = 4.9 kip ( 75.3 ) Fx = 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 l%u- % (DJ .Si WO— 41I 71- = 3'1,6011'-"s' VF-' 3,t,Lo + (z )00,11 Cod°� LSZ-ZQZS' JOB NO. 13 —02.3 FIGURED BY ''f CHECKED BY DATE 34 7). SHEET (eOF )+-'ji t Zell (. (, 041 /07 l 1 zte%er VP= •CP,1°44 % je Ztk-3 4.5' `ze r6/441/41./ /4H,4 ' z! I c!f Copyright 2013, SEGA Engineers 2' 61-=ioopca z4t 4 U SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT L S2 .- JOB NO. CHECKED BY FIGURED BY ��- - DATE lj SHEET OF SNS. \9 t4 sf C c4Afr —SHS 14 3 _15. =-2 " (S qtr?: 4_ s1(Jo, 6 z-' 3 ji= l(0 -,pr r'�32 fees' O� Uri : e 32." t ( 2� iCidYia rYc z, 44" j44g,' s� W(, 14.4 - Viz: d�zL z Z►� 34,& p zdool y34,1,, 60/Pt' I). V1 ' z%it LC 37� L4+4N2:- 3,114 1= 31 hex tz 1111'" z , 4 0= zAScif'/zz,--911P4- Copyright 2013, SEGA Engineers NLik4� mio 1' ZU Aio mei 1F! ,U=Ito0 r'LF :dAP 4 rG'' a_.s' L:. NLik4� mio 1' ZU Aio mei 1F! SEGA Engineers PROJECT L S z- Z8 z s- / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 --SWC \44u I� s�4N Sok \ LL Y 19 (co AfT JOB NO. / 3—Dz Z FIGURED BY (v 47 - CHECKED BY DA °rMs//s SHEET g OF 0 it cpil is> V'�= z,1Y4 -41A-34-1) it: et V t- 1/4-"S' �= 3`1'"/ Copyright 2013, SEGA Engineers 3, ti h ptti .2 CS I ><)e 'Lw r; q, rirm, )74e SE GA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 888-1016 PROJECT L52-2025 JOB NO. 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/12 SHEET J OF J 51-1EAR WALL KEY PLAN 0 - UPPER FLOOR A = 1600 SQ FT L LBTA30 - NOR 1 SILL TO 3x BLOLKkY: (TTP.2 PLACES) LSTA30 - FDR 1 SILL 10 TO 3x BLOCKING. 2 PLACES) Cle LSTA30 - IDR 4 81LL `iO 3x I3LOCTCINC (TYP. 2 PLACES cc 7) L$TA30 - 10R 181LL TO 3x BLOCKING. (TTP. 2 PLACES) SHEAR WALL SCHEDULE Remarks (4) 0_ o. \ 0 11 11 = o Q) 0 / f •- r 2 " / § \ % �� E o co O %k% =k Anchor Bolts (3) 1/2' OSB or 8d @ 6" o.c. 5/8' @ 60" o.c. CDX 1/2' OSB or 8d @ 4" o.c. 5/8 @ 32" o.c. CDX '/z' OSB or 8d @ 3" o.c. 5/8' @ 16" o.c. CDX See Detail 12/S2.0 for Construction 1 1 Sheathing Nailing (1) Minimum Sheathing (1) / / d G Cis'®® 0 % k % ¥ 3 .- 73 / 3 / S kkc8 0 _-_ a 82 %c/ / 0 2 �0 (0 _c cu k @ g / % _ £ f ® 0- $ r \ % k// k �o k 2 k / 2 2 / -cc ) X0 .: \±$ E /9 2 £ ° / ham / C f E • k�� 0 k/ .0 O E = .- � f § § / » e E S 2 0 = a) /// $f '2 2 m=� (5 ff 3 -cEu =r k/ $c / a ƒ / _�A • w= $¥ % J m _ Zr) $ X. & $ R / r 12 E = o (0 6 a ¥ o .% / J 2$ / 2 0 04 $= I m 2 m m o§ = m 2 E / Q . 2 O ) $ .� § \ ¥ / m / / a e m m E o 0 7" f = 7 CO k k $^ o c —i. MiTek' VAL MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1701240 4815 S. 136th St., Tacoma,: WA - Lot 04 The truss drawing(s) referenced below have been prepared by. MiTek USA, Inc. under my direc based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2947157 thru K2947183 My license renewal date for the state of Washington is May 16, 2017. March 13,2017 Baxter, David IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. supervision REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2011 • City of TkwIca •BUIL IN _ V1? RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 1.11-00(eg Job , L ` Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 c K2947157 B17012$' /` A01 GABLE 1 1 `. Job Reference (optional) roBt�d'Arli�gton, Arlington,WA 98223 11-0-q 1-0-0 16-0-0 16-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:01 2017 Page 1 I D:TZasPCUnFyXNprG IH u3H_Xyn5tu-mnQBZymtiTnB0bOE99GDFHSFg5Xbq ROYN4ppaOzbMQK 32-0-0 16-0-0 3x6 = 16 17 36 18 19 vI1 cl-llfi'1�1�€1�1� .�11���111 38 37 - 36 35 34 33 32 31 30 29 32-0-0 28 27 5x8 = 26 25 24 23 32-0-0 Iq O Scale = 1:68.3 Plate Offsets (X,Y)-- [2:0-3-9.0-1-8] 16:0-0-4.Edge] [12:0-3-0 Edge] 118:0-0-4 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 Incr 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 Tess 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.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 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 13,2017 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 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 , j ` Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947158 B17012dc A02 Common 9 1 Job Reference (optional) roBu1'd Arlington, Arlington,WA 98223 -0-0 6.3-3 6-3-3 12-0-0 5-8-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:02 2017 Page 1 I D:TZasPCUn FyXNprG IHu3H_Xyn5tu-Ez_Zn InVTnv2elzQjtnSoV?KcVj_ZpThckYM7gzbMQJ 16-0-0 20-0-0 25-8-13 32-0-0 4-0-0 3x6 = 5 4-0-0 5-8-13 6-3-3 2x4 I I 3x4 = 6-3-3 12-0-0 16-0-0 20-0-0 6-3-3 5-8-13 4-0-0 4-0-0 5x8 = 25-8-13 5-8-13 2x4 11 32-0-0 6-3-3 Scale = 1:68.8 Plate Offsets (X Y)-- [2:0-3-9 0-1-81 13:0-3-4 0-3-4] [5:0-3-0 Edgy [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 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/fP12014 CSI. TC 0.49 BC 0.76 WB 0.51 (Matrix) DEFL. in (loc) I/defl L/d 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=1lomph (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, 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 13,2017 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - • ANSI/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 t ' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947159 B17012 A03 COMMON 5 1 Job Reference (optional) roBISRd Arlington, Arlington,WA 98223 6-3-3 12-0-0 16-0_0 6-3-3 5-8-13 4-0-0 3x6 = 5 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:03 2017 Page I D:TZasPC UnFyXNprGI Hu3H_Xyn5tu-i9Yx_eo7E41 uGvYdHal hLiYSXvOFI HvrrOIwfHzbMQI 20-0-0 25-8-13 32-0-0 4-0-0 5-8-13 6-3-3 0-0 6-3-3 12-0-0 I 20-0-0 25-8-13 6-3-3 5-8-13 8-0-0 5-8-13 31-0-0 0-q 5-3-3 -0-0 Scale = 1:70.1 Plate Offsets (X,Y)-- [2:0-2-0.0-1-8] [3:0-3-4,0-3-0], [5:0-3-0 EdgeU7:0-3-12.0-3-0],-[9:0-6-0 0-0-101,113:0-6-0,0-3-0] 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) DEFL. in (loc) I/defl Vert(LL) 0.3914-15 >940 Vert(CT) -0.55 13-14 >675 Horz(CT) 0.08 11 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 153 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 HF No.2 2x4 HF No.2 *Except* 9-13: 2x4 DF 1800F 1.6E 2x4 HF Stud *Except* 6-13,4-14,4-6: 2x4 HF No.2, 8-11: 2x6 DF No.2 2x4 HF Stud *Except* • 16-18: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/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 Rigid ceiling directly applie 1 Row at midpt directly applied. d. 4-6 MiTek recommends that be installed during truss Installation guide. Stabilizers and required cross bracing erection, in accordance with Stabilizer 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) 200.0Ib 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 'A" gypsum sheetrock be applied directly to the bottom chord. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job .. , c 6170124 Truss AO4A Truss Type Common Girder Qty 1 Ply 2 4815 S. 136th St., Tacoma, WA - Lot 04 K2947160 Job Reference (optional) roBuiiid Arlington, 9 Arlington, WA 98223 11-0-0 6-3-3 1-0-0 6-3-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:04 2017 Page I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-AL6JBzol?O91t37pglgwtw4eiJ Mp 1 dn_321 TBjzbMQH 12-0-0 16-0-0 17-5-121 23-0-0 27-6-0 32-0-0 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 8.00 12 3x6 = 2x4 4x8 "� 3x6 3x8 = 16 2x4 11 [ 6-3-3 - 12-0-0 6-3-3 5-8-13 15 14 18 3x8 = 4x8 = 13 19 20 21 12 22 23 3x10 11 8x8 = 16-0-0 p 7-5-121 23-0-0 5-6-4 4-0-0 1-5-12 27-6-0 11 24 25 4x10 �- 2x4 11 32-0-0 4-6-0 4-6-0 Iq Scale = 1:68.8 Plate Offsets (X Y)-- [2:0-8-0 0-0-141 [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 * 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 0.58 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 UpIift10=-387(LC 9), 2=-273(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 sheathing directly applied or 3-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 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. 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, 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 13,2017 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 r ( K2947160 17012 .' 8 1 AO4A Common Girder 1 Job Reference (optional) ProBG'fd Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:05 2017 Page 2 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-fYghPJpNmiHcVDh?O?L9Q7dpRii2m4181in1k9zbMQG 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) 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 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. mit MiTek° 250 Klug Circle Corona, CA 92880 JobTruss �\._( • B1701247a+. A04B Truss Type Common Girder Qty 1 Ply 2 4815 S. 136th St., Tacoma, WA - Lot 04 K2947161 Job Reference (optional) 1Pro8usfl'd Arli. gton, Arlington, WA 98223 -0 0 2 411 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 1 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYgHXM WaGczbMQF 6-3-3 12-0-0 16-0-0 17-5-121 23-4-10 24j-0-12 27-10-10 32-0-0 6-3-3 5-8-13 4-0-0 1-5-12 5-10-14 0-8- 3-9-14 4-1-6 3x6 3x6 i 4 3 cs 8.00 12 4x8 5 3x6 = 2x4 11 7 8 8x8 = 2x4 II 5x8 = 9 10 , At A IN niI rmyJ 3x8 = 17 2x4 11 16 15 19 3x8 = 4x8 = 14 20 21 2213 23 24 12 25 26 1 27 3x10 11 6x6 = 10x10 5x12 MT2OHS 1 6-3-3 12-0-0 16-0-0 17-5-121 22-0-0 23-4-19 6-3-3 5-8-13 4-0-0 1-5-12 4-6-4 1-4-10 4-6-0 27-10-10 32-0-0 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] [13:0-3-0.0-4-0] 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 NO Code IBC2015/TP12014 CSI. TC 0.75 BC 0.91 WB 0.81 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.18 13-14 >999 240 Vert(CT) -0.31 13-14 >999 180 Horz(CT) 0.11 11 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 423 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 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 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 8-18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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=6.0psf; 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 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 13,2017 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. MI1 MiTek` 250 Klug Circle Corona, CA 92880 Job, ' B170124J Truss A04B Truss Type Common Girder Qty 1 Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947161 Job Reference (optional) roBui'Id Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page I D.TZasPCUnFyXNprGI Hu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYgHXM WaGczbMQF 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) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ii MiTek` 250 Klug Circle Corona, CA 92880 Job, t ' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947162 13170124e' A05 Common 7 1 Job Reference (optional) ProBulld Arliylgton, Arlington,WA 98223 -I1-0-q 1-0-0 6-3-3 6-3-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 1 I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-7kE4cfq?X?PT7MG ByisOyLA1 k6BRVdkHXM WaGczbMQF 12-0-0 16-0-0 117-5-01 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)-- [2:0-3-9.0-1-81. [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/defl L/d 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 Ib 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 (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) 2, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 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 l' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 4. K2947163 13170110 A06 GABLE 1 1 Job Reference (optional) ProBuild ArIi igton, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:07 2017 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-bwnSq?reIJXKI WrO WQNdVYiFa WUaE9yQ10G7o2zbMQ E 15-3-0 1¢ -Q -P 19-6-0 28-0-0 I 32-0-0 15-3-0 0-9-0 3-6-0 8-6-0 4-0-0 3x6 3x6 = 12 3x6 14 L 3x6 i 7 6 E 4 t J 0 ►ANM- T44`f 3x6 = 34 33 5x8 = 32 31 30 29 28 27 15-6-0 3x6 = 23-9-0 25 3x8 = 15-6-0 8-3-0 1 3x6 = 32-0-0 8-3-0 Iq 0 Scale = 1:69.0 Plate Offsets (X Y)-- (2:0-3-9.0-1-81 [6:0-0-4 Edgel (12:0-3-0 Edgel (22:0-3-9 Edgel [24:0-3-9.0-1-8j 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 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.08 25-27 >999 Vert(CT) -0.16 24-25 >999 Horz(CT) -0.02 27 n/a Ud 240 180 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 BOT CHORD WEBS JOINTS 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 Grav 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 Structural wood sheathing directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 21 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 Toads. 8) * This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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 13,2017 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 l ' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 , K2947164 B170122164 B01 GABLE 1 1 Job Reference (optional) `ProBCiild Arlington, Arlington, WA 98223 r1-o-oj 1-0-0 5-11-7 11-6-0 5-11-7 5-6-9 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:08 2017 Page ID: TZasPCUnFyXNprGIHu3H_Xyn5tu-37Lg1LsG3dfBMgQa37us1mFJywgNzb2a_g?hKUzbMQD 14-6-8 I 23-0-0 24-0-01 3-0-8 8-5-8 1-0-0 7-6-0 14-6-8 23-0-0 7-6-0 7-0-8 8-5-8 rn N Scale = 1:53.0 Plate Offsets (X.Y)-- [2:0-0-13.Edge], [3:0-3-9,Edge], 112:0-3-9,0-1-8],[17:0-4-12,0-2-4j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 2-18 >999 240 Vert(CT) -0.23 2-18 >743 180 Horz(CT) 0.07 17 n/a 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 at joint(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 orb -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. 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 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=1b) 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. 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 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. March 13,2017 MII MiTek* 250 Klug Circle Corona, CA 92880 Job, 1 ' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 Z. •,.K2947165 817012401 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) 'ProBtild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page I D:T2asPC UnFyXNprG I Hu3H_Xynstu-XJvC Fhsugwn2_q'mdrP5azodRJ F4i08jDKIEtxzbMQC 4-3-7 8-5-8 1 4-3-7 4-2-1 2x4 11 3 4-3-7 8-5-8 4-3-7 4-2-1 Scale = 1:36,2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL . 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.07 BC 0.15 WB 0.32 (Matrix) DEFL. in (loc) I/defl L/d 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. (lb/size) 1=2426/0-5-8, 4=8787/0-3-8 Max Horz 1=145(LC 22) Max Uplift1=-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/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X8- 2 rows spaced at 2-0-0 o.c 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 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.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. - 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 13,2017 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 B170124L't B02 ProBuild Arlington, Arlington,WA 98223 Truss Type MONOPITCH GIRDER 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) Qty 1 Ply 4815 S. 136th St., Tacoma, WA - Lot 04 4 Job Reference (optionalL K2947165 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 2 I D: TZasPC UnFyXNprG I Hu3H_Xyn5tu-XJvCFhsugwn2_q?mdrP5azod RJF4i08jDKIEtxzbMQC 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jot;` t - Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 • K2947166 B1701240� B03 Scissor 7 1 Job Reference (optional) ProBuild ArliQgton, Arlington, WA 98223 NI 5-9-3 5-9-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page I D:TZasPCUnFyXNprG I Hu3 H_Xynstu-XJvC Fhsugwn2_q?mdrP5azoX4J7Di0JjDKIEtxzbMQC 11-3-12 14-7-8 5-6-9 3-3-12 4x8 = 3x6 4.00 12 7-3-12 14-7-8 5 3x4 7-3-12 7-3-12 Scale = 1:49.4 Plate Offsets (X Y)-- 11:0-0-14 0-0-15] 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 0.48 BC 0.66 • WB 0.37 (Matrix) DEFL. in (loc) I/deft L/d 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. (lb/size) 1=620/Mechanical, 5=620/Mechanical Max Horz 1=190(LC 5) Max Uplift/=-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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Jot;` \ Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947167 81701240* C01 GABLE 1 1 Job Reference (optional) "ProBUIId Arlirlgton, Arlington,WA 98223 • -1-0-0 1-0-0 8-3-0 8-3-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-7VTaS 1 tWbEwvc_azBYwK7BKoPjdnRYitS_UoPNzbMQB 16-6-0 117-6-0 8-3-0 1-0-0 3x6 = 3x6 i „ 3x6 Aid" YI 8.00 12 ►ur 8 10 111116111111116. Y�YI 11 3x6 = 21 20 19 18 17 16 15 14 16-6-0 12 3x6 = 16-6-0 Scale = 1:35.4 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/TPI2014 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 Ib 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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) 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 13,2017 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 • 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. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job N ' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947168 01701240' CO2 Common 3 1 Job Reference (optional) "ProBliId Arlitagton, Arlington,WA 98223 -1-0-0 1-0-0 4-0-0 4-0-0 { 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page I D:TZasPC UnFyXNprGI Hu3H_Xyn5tu-?VTaS 1 tWbEwvc_azBYwK7BKm_ j WJ RW 1 tS_UoPNzbMQ B 8-3-0 12-6-0 16-6-0 117-6-0 i 4-3-0 4-3-0 4-0-0 1-0-0 4x4 = 8.00 12 2x4 Nh.. PM . m O ►a 8 IbM 2x4 i 5 3x6 = 8-3-0 3x8 = 16-6-0 3x6 = 8=3-0 8-3-0 Scale = 1:36.6 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 *• BCDL 8.0 [2:0-3-9,0-1-8],[6:0-3-9,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.21 BC 0.47 WB 0.15 (Matrix) • DEFL. in (loc) I/defl Vert(LL) -0.08 2-8 >999 Vert(CT) -0.15 2-8 >999 Horz(CT) 0.02 6 n/a Ud 240 180 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 Toad nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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 13,2017 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947169 B1701240'4 DO1 Scissor Supported Gable 1 1 Job Reference (optional) `ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 7-6-0 7-6-0 1 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Til zfNu8MY2mD8991GSZfOtz27yiA_yOgeELxpzbMQA 15-0-0 16-0-0 7-6-0 1-0-0 4.00 12 7-6-0 15-0-0 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 Incr YES Code IBC2015/TPI2014 CSI. TC 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d 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 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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=6.0psf; 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 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 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, 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 13,2017 A WARNING - Verily 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ' K2947170 B1701240V F01 Scissor Supported Gable 1 1 Job Reference (optional) ` ProBuild Arlington, Arlington,WA 98223 -1-0-0 6-3-0 1-0-0 6-3-0 1 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 I D:TZasPCU nFyXN prGI Hu3H_Xyn5tu-Ti 1 zfN u8MY2m D899IGSZfOtxX7y5A_kOgeELxpzbMQA 12-6-0 13-6-0 6-3-0 1-0-0 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.6 Plate Offsets (X,Y)-- [2:0-0-13.Edgej. [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 CSI. TC 0.22 BC 0.12 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 7 n/r 180 Vert(CT) -0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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; VuIt=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 Toad of 16.0 psf or 2.00 times flat roof Toad 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 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 13,2017 AWARNING - 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. Mit MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 y K2947171 61701240`+ F02 Scissor 1 1 Job Reference (optional) -ProBudd Arlir±gton, Arlington,WA 98223 -1-0-0 1-0-0 6-3-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:12 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-xubLtivm6rAdrHkLlzzoCcQy?XDCvOIAvIzuTFzbM Q9 12-6-0 13-6-0 6-3-0 4x4 = 6-3-0 1-0-0 I 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.4 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/TPI2014 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl Ud 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 lb 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. 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) 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 13,2017 A 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/7PI1 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 JobTruss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ` K2947172 B1701246,- F03 Common Girder 1 Job Reference (optional) 'ProEuild Arlirtgton, Arlington,WA 98223 I "1-0-9 I 1-0-0 6-3 6-3-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-Q49j42vPt9I UTRJYshU 1 kpy5FxUHegcJ8yjS0izbMQ8 4x6 II -0 6-3-0 6-3-0 12-6-0 6-3-0 6-3-0 Scale = 1:28.0 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 NO Code IBC2015/TP12014 CSI. TC 0.98 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) I/defl L/d 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 IDE No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud 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) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less 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 provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 capable of 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 13,2017 A WARNING - Verily 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/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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947172 B1701240 F03 Common Girder 1 Job Reference (optional) `ProBLIId Arlinston, 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=-1349(B) 5=-1343(B) 6=-1343(B) 7=-1343(B) 8=-1343(B) 9=-1343(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 2 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Q49j42vPt9IUTRJYshU1 kpy5FxUHegcJ8yjS0izbMQ8 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job ti ` Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947173 81701240 , G01 Common Supported Gable 1 1 Job Reference (optional) "'ProEuild Arlir gton, -1-0-0 1-0-0 Arlington,WA 98223 6-0-0 4.00 12 6-0-0 2x4 11 3 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Q49j42vPt9IUTRJYshU1kpylYxdteuBJ8yjS0izbMQ8 12-0-0 13-0-0 6-0-0 1-0-0 5 2x4 11 11 12 M 3x6 = 10 2x4 11 9 2x4 11 12-0-0 8 2x4 3x6 12-0-0 Scale = 1:23.0 Im 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 Ina YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT.= 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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 Tess at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-306/74, 5-8=-306/74 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 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, 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) 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 13,2017 A WARNING - Verily 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. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ' s K2947174 B1701240't G02 Common 1 1 s Job Reference (optional) `ProBuild Arlirtgton, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page 1 ID: TZasPCUnFyXNprGIHu3H_Xyn5tu-uHi51Ow1eTQL4bukQO?GH1 VJ1 KvXNKXSMcS?Y8zbMQ7 -1-0-0 1 6-0-0 12-0-0 13-0-0 • 1-0-0 6-0-0 6-0-0 1-0-0 Scale = 1:23.0 4x4 = 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 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std 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% 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. 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) 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 13,2017 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 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. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job i s, 61701240'1 Truss H01 Truss Type Common Structural Gable Qty 1 Ply 1 4815 S. 136th St., Tacoma, WA - Lot 04 K2947175 Job Reference (optional) -1-0-0 1-0-0 4-2-0 4-2-0 - 4-2-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-uHi510w1eTQL4bukQ0?GH1 VR_K_gNK8SMcS?Y8zbMQ7 8-4-0 I9-4-0 1 4x4 = 8.0012 2x4 11 2x4 11 2x4 II 6 2x4 11 4x6 = 2x4 11 4-2-0 4-2-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.27 BC 0.06 WB 0.08 (Matrix) 8-4-0 4-2-0 4x6 = Scale = 1:21.6 DEFL. in (loc) I/defl Ud Vert(LL) -0.00 6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 4 n/a 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. (Ib/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 13,2017 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 iv. Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ., K2947176 B1701240`; H02 Common 3 1 Job Reference (optional) ProBuild Arlington, Arlington;WA 98223 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-MTGTVkxfPmYBiISw_5W WqE 1 d_kIX6oxcbGCY4azbMQ6 4-2-0 7-7-8 4-2-0 - - 3-5-8 4x4 = 4-2-0 7-7-8 4-2-0 3-5-8 0 Scale = 1:21.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.15 WB 0.05 (Matrix) DEFL. in (loc) Vert(LL) -0.01 2-6 Vert(CT) -0.03 2-6 Horz(CT) 0.00 5 I/defl >999 >999 n/a Ud 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 less except when shown. TOP CHORD • 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Il; 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 13,2017 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/TPM 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 4815 S. 136th St., Tacoma, WA - Lot 04 < K2947177 B17012401 HRK Rafter 1 1 Job Reference (optional) Proguild Arlington, Arlington, WA 98223 0 -1-5-0 1-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page I D:TZasPCUnFyXN prG I H u3H_Xyn 5tu-MTGTVkxfPmYBiISw_5W Wq E 1 f8kKt6oecbGCY4azbMQ6 4-9-15 4-9-15 3x4 4-9-15 4-9-15 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 * 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 0.12 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.02 2-3 >999 240 Vert(CT) -0.02 2-3 >999 180 Horz(CT) -0.00 3 n/a 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 BOT CHORD Structural wood sheathing directly applied or 4-9-15 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) 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 13,2017 A WARNING - Verily 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 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947178 B1701240 ( t J01 Jack -Partial 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. Mon Mar 13 10:38:16 2017 Page 1 I D:TZasPCUn FyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2 Kv 17Xp1IM SapM8eZrFulgwx6cl zbMQ5 1-1-9 I 1-10-15 I 3-5-8 1-1-9 0-9-7 1-6-9 1-10-3 1-10-3 1-10115 0--2 3-5-8 1-6-9 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 IBC20151TPI2014 CSI. TC 0.15 BC 0.16 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/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. Il; 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 13,2017 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job s ,' Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 � K2947179 B1701?40�1 J02 JACK 4 1 ° Job Reference (optional) 4 ProBuild Arlir4gton, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp1IMSap08fjrFulgwx6cl zbMQ5 -1-0-0 I 3-5-8 1-0-0 3-5-8 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X,Y)-- [2:0-1-11.0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.18 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 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) 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. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 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 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 13,2017 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 K2947180 B1701240 }c J03 JACK 11 1 Job Reference (optional) ProBuild Arlirygton, Arlington,WA 98223 0 -1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xynstu-gfgsj4yHA4g2Kv17Xp1IMSapk8gfrFulqwx6cl zbMQ5 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 * 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 0.13 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) I/deft 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 sheathing directly 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; VuIt=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) 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 13,2017 A 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 ` K2947181 B17012401 J04 GABLE 1 1 4 ' Job Reference (optional) Pro Id Arlirigton, Arlington,WA 98223 1 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page ID:TZasPCUnFyXNprGI H u3H_Xyn5tu-I sOEwQzvxOovx3cJ5 WY_vf7_eY0_ainv3Zhf9TzbMQ4 3-5-8 3-5-8 2x4 11 4 Agit2x4 8.00 12 3MIN= 1U1111111161 3x4 = 6 5 2x4 I 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 L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (lb/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. 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) 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 13,2017 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 ++� K2947182 81701240} a ' SO1 Jack -Open 1 1 Job Reference (optional) Arlington,WA 98223 0 0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page 1 I D:TZasPC Un FyXNprG I Hu3H_XynStu-IsOEwQzvxOovx3cJ 5 WY_vf7?YYOUai8v3Zhf9TzbMQ4 1-10-15 0-1-1 3x4 = 210-D 0-1-1 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. • TC 0.06 BC 0.06 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. (Ib/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Harz 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 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) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 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 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 4815 S. 136th St., Tacoma, WA - Lot 04 �, K2947183 81701240% X01 Flat Girder 1 1 la Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 N 9 0 4-11-12 9-7-12 4-11-12 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page ID:TZasPCU nFyXN prGI Hu3H_Xyn5tu-m2yc8mzXihwmZCBVfE4DRtfOUy9FJzg2HDQDhvzbMQ3 14-7-8 4-8-0 4-11-12 5x8 = 2x4 11 3x4 = 5x8 = 1 L5 15a 3 ISa ISa 6a 1R1 1R1ISa C6 In 71 11 13 12 3x6 11 1 14 1510 16 10x10 = 4-11-12 4-11-12 1 17 18 9-7-12 9 8x8 = 4-8-0 1 19 20 87 3x6 11 14-7-8 4-11-12 Scale = 1:58.7 Plate Offsets (X,Y)-- [2:0-2-8.0-1-12] [5:0-2-8 0-1-12] [9:0-2-8,0-4-12] 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 0.69 BC 0.85 WB 0.81 (Matrix) DEFL. in (loc) 1/deft 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. (lb/size) 11=2996/Mechanical, 8=3258/Mechanical Max Horz 11=247(LC 7) Max Uplift 11=-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.Opsf; 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) 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.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, with BCDL = 8.Opsf. 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 13,2017 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. t, MiTek' 250 Klug Circle Corona, CA 92880 Job it Truss Truss Type Qty Ply 4815 S. 136th St., Tacoma, WA - Lot 04 K2947183 B1791240' X01 Flat Girder 1 1 "' Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page 2 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-m2yc8mzXihwmZCBVfE4DRtf0Uy9FJzg2H DQDhvzbMQ3 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) 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. 1 MiTek` 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y q offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracin 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, ro ert p p y owner and all oter 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. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 1s. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone .. snot sufficient. 20. Desi n assumes manufacture in accordance with ANS RPI 1 QualityCriteria. IY 1 TOP CHORDS (Drawings1 not to scale) 2 3 rrmMr Dimensions are in ft-in-sixteenths. ipal‘,, Apply plates to both sides of truss and fully embed teeth. U-1/16 r TOP CHORD gillipill),4 C7-8 C6-7 C5-6 O Ustack d O ~ 111M.,111or For 4 x 2 orientation, locate plates 0- 1/id' from outside edge of truss. This symbol indicates the BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL ie BEARING tMO location x I(supports) 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 bearings16. occur. Icons vary but reaction section indicates joint •MI NI Ile MiTek Engineering Reference Sheet: - (0 ke MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. ..--=-.1- -- Industry Standards: f'NSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. �'' DS11-89: Design Standard for Bracing. BCSI: Buildin Com onent Safet Information, g p y Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 4 Connected Wood Trusses. O 0 0 0 0 9 O co 0 0 O O 'V 55-00-00 • 47-00-00 8-00-00 -14-09-00 12-00-00 20-03-00 8-00-00 G01 4r1ini 125* :024 o Start Layout - Start Layout o ` 24''O.C. 23-11-04 � 15-01;08 ' 24" O.C. 7-11-04 e A02(6) A03(5) 26 • AO4A 6 I A05(7) m. o A02(3) 1 Attic Access pry ; 0 / Furnace CD C -CO C i ,Platfof / rnt ' n c �_ c W' _. _ N D _� D w 0 HUS26 /'.' /�� L�S26' ` / LUS 6 HGUS28-2 HUS26 6 /' /I .O /♦4/` // \LUSk26 L S26/ ..I \�\ J L 26�� / .LU N L S26 / /LUS26 OVERFRAME • L \. S26 J. / \ / I CO2(3) • BY OTHERS m COm // r Li S26 „.,..Js CV DI DI ' N I ! . LUS26 CO to CO CO CO CO • fi . / >/ _ _ _ _ _ _ 12" Canti ever / \''F,03 / V' / / _ / ". /e Q /o Bonom choM extended / yon / II to ha�gc B go. � �0 . /\`h� 81z x 'LUS26 MI\B9k/41/V:niosooiL\lNJo3(3) J02(3) S D01 S J /, , . \-. \ %\,\ . ,\4\LUS26 f �I I! II J03 �f. F01 1r1 f\ j iI-hl---N. "II 11 II 1 i \� R ♦ ♦. C" E /1 8/12 18/12 i ®f I \i ✓ y 7 S H01 •� GARAGE 8-04-00 3-10-00 20-00-00 11-00-00 12-06-00 11-06-00 15-00-00 8-00-00 8-00-00 55-00-00 Connector Summary Qty Manuf Product Supported Mbr Fasteners Supporting Mbr Fasteners 2 Simpson 1 Simpson 16 Simpson 16 Simpson HGUS26 HGUS28-2 HUS26 LUS26 8- 10d (0.148" x 3.000") 12- 16d (0.162" x 3.500") 4- 10d (0.148" x 3.000") 3- 10d (0.148" x 3.000") 20- 10d (0.148" x 3.000") 36- 16d (0.162" x 3.500") 14- 10d (0.148" x 3.000") 4- 10d (0.148" x 3.000") Hatch Legend 4/12 Vaulted Ceiling Furnace Platform 4 = Truss left end indicator. uc� - L.= = . C' t. O c uu c `c o ta�5`er.Ep o O 9 h 4 L E 0" ❑ < W 'O " c L 1' Q. G— C f7 x: L rc.L n_ I% i L 'O=` c C e« F m E .E • ° O .. L c o f ° • °."c c yn <6E—i'g2lL=� 9• ° c u = y— •.,, F v Vj y C c y L E y 9 to_ F- a Cpe �5 C• L - • c 'y v L S gecy C V L E'er = ip G ▪ L z N tn ti 00 N 1 At io 5 4t O. N m 0 LS2-2825-3 lot 4 0 (0 0 Geotechnical Engineering Report Three Residential Lots S 136th Street Tukwila, Washington P/Ns 1523049312 -152304931 Jan 6 ry 26;2017 1� prep ra ed for: iii Cary\Lang Construction "-J- Attention: Cary Lang 29815 247Ave SE Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2011 City of Tukwila UILDING DIV prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P846 -T17 RECEIVED CITY OF TUKWILA MAR 30 2017 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 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 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 Li January 26, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: r-, 0-1 J n MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a Cary Lang Construction - Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 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 changeof 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 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 consistencygiven the fact that it was overridden by the ice mass shortly after deposition. 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 uppermost foot of glacial till deposits was more moderatelyconsolidated; 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. 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. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in 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 121h 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. n. Migizi Group, Inc. Page 4 of 12 0 0 0 0 0 a 0 0 0 0 0 0 0 0 a 9 a 0 0 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 % Medium Sand % Fine Sand % Fines Dio TP -2, S-1, 3 feet TP-1, S-1, 3' 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=1.490g SMs=1.490g SDS =0.993g 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 n Cary Lang Construction — Three Residential Lots, S 136t'' 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 n soils will be encounteredwithin 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 rl 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. 7 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. n J 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 flconstruction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. 7 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 H: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 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 H: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 residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and. Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: 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 just described. We anticipate that adequate bearing subgrades will be encountered within 2 feet of existing grade, within the fine-grained recessional outwash soils. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. 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. Migizi Group, Inc. Page 8 of 12 ,_J LJ 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 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the ,_J 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. n 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, `J 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 r ' 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. L 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 0 D C D 0 0 D 0 0 0 0 0 D 0 0 0 0 Cary Lang Construction — Three Residential Lots, S 136th St, Tukwila, WA Geotechnical Engineering Report January 26, 2017 P846 -T17 4A 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 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. 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 The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 10 of 12 fl Cary Lang Construction — Three Residential Lots, S 136"' 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: fl 'i fl LJ n n j n n Fill Application Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; Prepare a letter summarizing all review comments (if required); Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 i fl fl 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. Za h L. Logan St ff Geologist J Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer a a 0 a 0 0 a 0 0 0 0 0 a B 2 0 0 0 0 m ° Z 0 0 0 0 1' 2 0 0 oi 122°20.000' W 122°19.000' W 122°18.000' W tire 11 %Doi TOPO! map panted on 01111/17 from"Untie 4o" 122°,17.000' W 122°16.000' W 122°15.000' W WGS84122°13.000' W -11 wakt- i1:11p� .60 yAki4! ' 'ma r 'i ,Vi iltiar „,„,t,„...„, aill,16,11 n ,ii ma Tv �1 !6. it I Mani 7'� 122^°20.000' W I1\ L, 122°19,000 W 122°18.000' w Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 iknit& 1(22°17.000' W 122°16.000 1' RW '4 S !baf 0 MtIf11 0 Sd1. _ 10001IW I�pa FYhI0 '1Cal Gspih (r tetlopo) 122°15.000' w S 136th Street Tukwila, Washington P/Ns 1523049312 - 1523049314 Topographic and Location Map WGS84122°13.000' W 2 0 0 0 6 m ° 0 0 0 N z 0 0 0 FIGURE 1 P846 -T17 N W -E 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 0 0 0 . APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST ' DATA 0 0 D 0 0 0 D C 0 0 0 0 0 C 0 9 0 0 9 0 0 0 a 0 a' 3 1- z 0 z z z z 0 MAJOR DIVISIONS • TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW :..tt.1 !•f• it/4. WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP .°0:'.< o: N POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO.4 SIEVE WITH (zM o' o' • i< SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES OVER 15% FINES' 4' Z5 CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW •:•:':. WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP ••' POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM .':• :'::.; SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL % 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 4 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS GH L ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ,, �, ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value / Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial iig 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 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 FigureA-1 Ilk MIGIZI flip GROUP 0 0 0 J 9 "-1 0 0 0 0 0 0 0 0 0 0 0 9 Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 TEST PIT NUMBER TP -1 PAGE 1 OF 1 Figure A-2 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 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 — w 0.0 U 0 U_ a0 J 0 MATERIAL DESCRIPTION 2.5 5.0 7.5 GB S-1 GB S-2 GB S-3 0. 0.8 Sod and topsoil 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. D 0 9 0 0 0 0 9 0 9 0 9 0 0 C 0 0. a- a- re 0 m a 0. 1- . N 0 w re N 0, re c� LL h 0 0. 0. X m 0 O >- 0 ^"_+ tjli; Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 Tacoma, WA 98448 PAGE 1 OF 1 Telephone: 253-537-9400 Figure A-3 Fax: 253-537-9401 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 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 co U D GRAPHIC LOG MATERIAL DESCRIPTION - - 2.5 GB S-1 \'(_0 „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 '" o°i (GP) Gray gravel with sand (medium dense, wet) (Recessional Outwash) 8.5 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 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 10.0 feet. 0 G 9 0 0 0 9 0 0 D 0 0 C 0 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 -3 PAGE 1 OF 1 Figure A-4 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 GROUND WATER LEVELS: AT TIME OF EXCAVATION — TEST PIT SIZE AT END OF EXCAVATION — AFTER EXCAVATION — H o 0.0 2.5 •w a_ Q Z U 10 o� 0 1.1 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 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. Migizi Group, Inc. PO Box 44840 Ma•,= ,il�j� 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 0 C 0 0 0 0 0 0 2.5 w 0 �� w J M Z (6. ui 0 -±0 °-o 1.0 Sod and topsoil GROUND ELEVATION GROUND WATER LEVELS: AT TIME OF EXCAVATION — TEST PIT SIZE AT END OF EXCAVATION — AFTER EXCAVATION — 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 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. 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. 136`h 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 11 day of T14 , 2017. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that (krV\ L..- &k 4l) is the person who appeared before me, and said person acknowledged that he signed this instrument, on oathrd d that he was authorized to execute the instrument and acknowledged it as the ownof 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 91V1 ,ELLE, PP�� `r a,a,, q, �A // Co 4 c t�()TA'4�. Ap�'�/ `/% o tns ..- • •. _ N: / OF WAS\ PPPP1111\\\\\\\\ kh,611-ei Notary Public in and for t State of Washington residing at My appointment expires 1 110 DATED this GRANTEE: By: Print Name: Its: CITY of TUKWILA Bob Giberson day of Public Works Director STATE OF WASHINGTON) )SS COUNTY OF KING Ma ,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 1‘, MAY 29, 2018 `t Name: 2 4c er(-c NOTARY PUBLIC, in and f-orr the State of - Washington, residing at rt. K-0( (C • My commission expires: 6 ..)/ac),-// Y QEBMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0069 DATE: 04/03/17 PROJECT NAME: MACADAM — LOT 4 SITE ADDRESS: 4815 S 136TH ST X Original Plan Submittal _ Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Ars Building Division lyV\ Ai#OC L 4] Public Works �;lil�l1 AAA i & 41.5114111 Lu� � es, 1,17 Fire Prevention Planning Division MI Structural Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/04/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/02/17 Approved Approved with Conditions n Corrections Required ❑ Denied n (corrections entered in Reviews) Notation: (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D Ping ❑ PW 0 Staff Initialls: 12/18/2013 Ci 4 of Tukwila 1,..16KIIrIt-AIL Vr N'AIE'K AVAILABILITY Depa>'tent of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PE 'I' NO.: Part A: To be completed by applicant Siteddress (attach map and legal description showing hydrant location and size of main): �l6/5- 5].36 1 ikkw'J(- TA-`(/. 15z-304y3/y Owner Information Agent/Contact Person Name: (-4744, t�a„ c� rive ;Name: Cf„- A't/ ` _ T�f (fit Address: �9 9(s-- .�� - 5 Lr/ Address: Phone: 24,E,.,../f2, 3 _� W,,V4.„4-t ` Phone: 2_06_ % .3 ,5e,6-- 6. This certificate is for the purposes of: Ai.„Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat Rezone ❑ Short Subdivision O Other Estimated number of service connections and water meter size(s): I (at-i-et Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): Owner/Agent Signature 3/?/"/ Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. ut CwrtA/K r1G _ (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: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water f . ? provided and will be available at the site with residual for a duration of 2 hours at a velocity of fps as documented by the attached calcu 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are System is not capable of providing service to this project. I hereby certify that the above information is true and correct. Agency/Phone a flow oft gpm gpm at 20 psi Iations. i=i E C E 1 V E D CITY OF f UKWIL A met. MAR 3 0 2017 PERMIT CENTER r517•17.rf(proostsamr•mat.ommomememenwemmata ra' 4\25 DvL ( I -E`( 2c6 -2.1-12.-c1547 By 3 t Date x'saSS A :tci'iret t to Certificate of \Nater Availability King Counity Water District Nc. 125 The following terms 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 3/9// Date o-cl- t RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 3/ Y z0)7, 3460 5 948th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 RCC 4 0035q 15c1 CERTIFICATE:O'F SEWER AVAILABILITY 1 NON AVAILABILITY Residential: $:50.00 Certificate of Sewer Availability Commercial: $ 100.00 OR 0 Certificate of Sewer Non -Availability Part. A:. (.:To B..e Completed }ByApp.li.cant..) Purpose of Certificate: Building Permit Short Division Preliminary Plat or PUD 0 Rezone O,Other Proposed Use: 0 Commercial Ar. Resi=dential Single Family [� Residential°Multi-Family Other" Applicant's Name Phone Number 206-y23a Property Address gdlc /36:6 7-- Tax Lot Number ............... Legal Description (Attach Map and legal Description if Necessary ); /S�3oyg3l Prt,B..(To be Completed by. Sewer Agency) 1 . 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. OR I o .1 El b. Sewer service will require an improvement to the sewer system of: 0 (1). 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, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. HE :EIVED a. The proposed project is within the corporate limits of the District, or has belkljr8diterciSMAntat, Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approvahwil.l be necessary to provide service. Ma 3 0 2017 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ ` oi3 , cx SFC: $ Unit: $ (Subject to Change on January 1st) i��RM1T CENTEk. .$S Permit $ /OD u Total $ 4//03 .................... %2ece'f/'r' err" Either . King County/METRO Capacity Charg e SWSSD or Midway Sewer District Connection JkOO(1 Charge may be due upon connection to sewers. b. Easements: c. Other Required 0 May be Required 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 /07 -- Title Date . • ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITYINONNAVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District Mistrial 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 ofDevelapment and Environmental Services, King CountyDepartment of •Public Health, City of 'Seattle, City of Tukwila, City of aurien and/or City of SeaTat. This certificate is between the District and the applicant only aced no third person or party shall have any rights hereunder whether by agency, third -party benefitiaryprinciples or otherwise. 2. This Certificate creates no tontrattual relationship between the District and the applicant and its successors and assigns and ds not constitute and .maynotbe relied upon as the District's guarantee that sewer servke will be available at the time the applicant may apply to the District for such service. 3. . As ,oftheciate of theDistria's signature on. this:Certifiate, the District represents that sewer service is available to the Property through sewersystems that exist orthatmay be extended.bythe applicant The ,District makes no other representations, express or implied, including without limitation that the applicant will be .able to obtain the 'necessary permits., approvals and authorizations franking County, City of Seattle.; City of Tukwila, City ofBurien„ 'City of Seatac or any othetgovernmentalagenty before the applicant can. utilize the sewer service which is the 'subject of this Certificate. 4. lf the District or the applicant 'must extendtheDistria'S sewer system taprovide 'sewer serviteto the 'Property, the Disttitt 'or applicant :maybe requiredtcy obtain from the a.pproptiategovernmental agency the necessary 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 authorizations, whichmay•makeimprattital orimpossible the provisionof sewer .servitesto the Property. 5. Application 'farand possible provision.of sewer service:to the Property shallbe subject to and conditioned u:pon of.sewer service to the Property at the time of such .application, andCampliance with federal; state:, local and :District laws, ordinances, and/or regulations in effect at the time of such application. 1 acknowledgethat I have received the Certificate of Sewer AvallabilityMon -Availability and this attachment, and fullrunderstand the terms and conditians herein. Applicant's signature • • irytp•z__, Date :Resetform Print Form CARY LANG CONSTRUCTION Home Espanol Contact Safety & Health Claims & Insurance A 141111114 Washington State Department of Labor & industries Page 1 of 2 Search L&I A -Z Index Help My L&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation 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. IG06C004381-00 $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 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 5/5/2017 CARY LANG CONSTRUCTION License Violations k i 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 582,910-00 Account is closed. Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account representative T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@lni.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 O Washington State 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.2ov/verify/Detail.asnx?UBI=601231391 &LIC=CARYLCI101 OF&SA W= 5/5/2017 (• S. 136TH STREET 0H:' , ..._ w i ..--•--.. w Layout Name: Layoutl - OH P • w BENCHMARK ,. SE l MAC, NAIL. PINK FLAGGING Eli 1 K (ASSUMED) C; SUME \, ... t:.:' t...., iii) ;.. ....+11.11. ��t)-� \. , GAS END fp , • w-..... ,)- t?r?vf =67.11 1r N 0 __._...... ..--. SS .......-_-. �� fl...:::'(Cj'('.11 '' ' ' ' l'\;'..) (ni-c.' i :,)('J"K:;-7-:71 ("1.2 Cl.;. :171).V1'( \;P:;47V/17 ::: ''''' --- 'I..,..1'.:),,,,:'--2.,..;:,,iii,?: f „,)-1.,=1.:--,..),i,,,,,,'„ � r \ . t] r ()LJj(t) 1/ ^,+ k'+f:. �R 5i� ` 1 i iBENr ;,:,11� •-r:.%r, t r!4)�r )f.' rlN r.) i-- ' / yET 4 ' �I{iii ,Vi \` ` .--f_ 1 � /,Z» k' � r.1; crcF7�'�T"vi \r.-1, Y)� )�'`-.I i.> �,;65.70' i i �, {' )`),----L1--..588°33'SZ"E lc ;. °J �aI1�,J� I -A,1 l 1-11 >r) iI" io�h,7 ti 1. 1 1 t-)nli4 i.. j C .( �:)i I)i 1 1r1, ;Vl j p , HVF INSTALL SILT FENCE PER DETAIL THIS SHEET `J STREET SIGN • 0 C� Cj ....... • FOUND 1/2" REBFSR & GAP "LS 40016' 'n^ S TEE' FENCE P0S T' \ (HP INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET TEMPORARY STOCkPILE COVER WITH'PLASTIC PER DETAIL THIS SHEET / jjj\ j\`j� jj\ j\�j `.� <, j\/\j\\ \\/\\\ \\s\\\;,\. \ / INSTykLL HIGH VISIBILITY FENCE PERrWSDOT STANDARD PLAN 1-10.10-01. SE3,DETAIL THIS SHEET HVF HVF HVF C C C ASPHALT • • • El _-� o ;�; Ln c1 HVF HVF Jr.i ND BUFF?: P NTI,f.A-TION AREA: 40' X 1.9.7:12r- ...- l B84. :>. N88°33'52"W 65.70',.-' Ln C 0 W N O 0 0 • • • • • • LEGEND 0 Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE - ADJACENT PROPERTY LINE PROPERTY CORNER PLANNING APPROVED • No changes can be made to these plans without approval from the Planning Division of DCD Approved B itnum REVISIONS No chances shalt be made to the scope of work without prior approval of Tu'nv;la Building Division. F!OTE: Fi:;vlsions will require a new plan submittal and may include additional plan review fees. These plans have bee 1 reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do no: authorize violations of adopted standards or o; dinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, dela-ions or revisions to these drawings after this date will void this acceptance and will require a resub-nittal of revised drawings foo ubsequent approval. Final vcceptance is subje:t to field inspection by the Publi Works utilities inspector. Date: By: SEPARATE PERMIT REQUIRED FOR Cl banical iectricai O Plumbing C1 Gas Piping City of Tukwila DlijLDING DIVISION FILE C emit o. • DD (Q_'t Plan review opprova} is subject to errors and on1issior,s. Approval of con ftt u don documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy nd conditions is acknowledged: By: Date: / City of Tukwila BUILDING DIVISION 10.0' MAX. DRAWN BY: BILL BERENS 2.2 WOOD POST -- FENCING MATERIAL STAPLE TOP TIE SELF-LOCKING TIE - NYLON 6/6 (MIN. GRADE), 50# MIN. TENSILE STRENGTH, UV STABILIZED FENCING -. MATERIAL STEEL T -BAR POST SELF-LOCKING TIE - NYLON 6/6 (MIN. GRADE), 50# MIN. TENSILE STRENGTH, UV STABILIZED -v I HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MESH, AND SHALL BE UV RESISTANT, ORANGE COLOR 1'-0"MIN. (DEEPER FOR UNSTABLE SOIL) 2'-0" (DESIRABLE) TYPICAL SECTION ENVIRONMENTALLY SENSITIVE AREA BOUNDARY 2.2 WOOD OR STEEL T -BAR POST 6' - 0" MAX. NOTE 1. Post shall have sufficient strength and durability , to support the fence through the life of the project. aJ-�rla!-ss-tel.. I��--.1..;�- -- Iii.-_-s--'-------l-_ _.q--! a'---.- -J-ion on --s-rt--'--'--r--- A11111.IIltl...-A4111#I. I.,a1.�ARa 11111-IIIR..R.111.IIIIC11111111-111,1111-IllliOl.l�=- aa- .r! 1 !!l lls!!l l !.1 l -a- Irl_la,--lal l lil rr'-!ll---r--NM. 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'...1, -11111111111111R-.-111111--.1III5-A111r-_.-114.1 MI -opium l-AlIII1.III�1II11--IIIA.I---11111JIII►--lA NIIII llll - Imam me am mo iwum Non NE. i- l''aamiaow --------- --- r.r-r--- )11.--)11.411.11-IMAIR141 1-.1!l�IS-J4411- 1MILM-- min am mem ism !•lea a -s,-4--- im X11--- 1”gl POW RIN mit mi ELEVATION .v4 PROTECTED AREA .�A ISOMETRIC WORK AREA VERTICAL POST ELEVATION FENCE ON SLOPE STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK W. MAURER CERTIFICATE NO. 000598 1.O7E THIS RAMISNOT AI£ A EOW ER OODCu NEW RUT Et0 1110MTH GTE EO O.- SKI.BYINE E.OWEERAND APPROVEDFOR WEtIGTrtAV. noh,su REPT O.•FIIEV }t£ WASMVICR STATEDEPAR, NFNTOF IRANS.OR,AtRn A COPVAuvDE DOTAWEO UPON REQUEST HIGH VISIBILITY FENCE STANDARD PLAN 1-10.10-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich ill 08-11-09 STATE DESIGN ENGINEER DATE Washington Stat. Depanmant of Transporlatlon CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 100' MIN. INSTALL DRIVEWAY CULVERT Z=25' MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 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. - F✓2 TOE IN SHEETING IN MINIMUM 4"X4" TRENCH Mar 26, 2017 — 12:57pm 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. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 A71_ City of Tukwila BUILDING i MSIO.hI.. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 11 11 11 11 /.\ /\• \ \\\\'�� \\jam\j:\j -n -II u u 6' MAX. -i- t1*- :1= 1 t ..f POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: 11 z 2 0 CV z_ 2 CV FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE AR 3 0 2017 PERMIT CENTER REFERENCE SHEET NO. c1 SHEET 1 OF 2 SHEETS z 0 1 1 1 \1191.4/ Q ■ ■O CO Z p I -a S' M <C- 0 r- J z�� Q 00 I Ct0 J W O D z z J 0 cow 1 U C E Luc e) -a c dJ 0 eL I 0 0 c � J N N N O N F- ISSUE DATE N do L. H. PHAN DESIGNED BY: L. H. PHAN m H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION Layout Name: Layout1 0 0 0 S. 136THSTREET � ,. BENCHMARK /./ • —SETCNIA-GNAIL PINK FLAGGED! -G. c>w ELEV=68.00 (ASSUMED) ,�/! NEAT SAWCUT LINE UTILITY TRENCH (POV,W/ER SEC & CATV) EX. 6" SIDE SEWER • . . SS / 46 LF 4" SIDE $EWER @ 2.00% (VALLEY VIEW SEWERDISTRICT PERMIT REQUIRED) EX. WATER MAIN O i P.: ---- EX. SEWER �)IAIN CONSTRUCT 29' WIDE .APPROti,Cf. H �- .., -- -- s ... i' (3 4LASS B ASPHALT,' .' \\0V7,CSBC) 0 TRENCH & PATCHING PER CITY OF TUKWILA STD. tii ( 1 ; 1.71:7,10 / ;FOUNT Cc • • • • 5.7' 4 4 4 . 0.4 4 4 4 . 4•. 4 .4 .v • 4 v• 4 .4 1 ' 4 4 4 •v v p •, 20'BSBr L f—a_--Q�DR'. • 4 4 65.70' 8',,%E_.E.T SIGN FOUND !,/,E:'. "LS 40076" (7 Ti;7 2'W x 18'L x 2'D GRAVEL STRIP PER DETAIL 2 4 • .4 • V 1 i','COS/'D L f 4PORCH 4, CB OR AREA DRAIN RIM=67.00 IE (N)=65.00 IE (SE)=64.90 CONSTRUCT 25' LONG BASIC ROOF DISPERSION TRENCH PER DETAIL 3 ' • • • 4 N01 °06'29"E 15 LF6"PVC SD @ 1.00% % - C.,,, i 4\\\\\\\\\\\\\ � \\\\ \\\\\ \"\.\ \ ' \ \\\\ \\ %.\\\ \ \\ GARAGE=66.50 01 PROPOSED SINGLE FAMILY RESIDENCE FFE= 67.00 " LOT 4 f 6 LF 4" PVC ROOF DRAIN COLLECTOR @,i.-00% • �i s •. (.- • • / N 111`'1 1 WATER METER • ' f (BY WATER DISTRICT #125) (PERMI1 EQUIED) F8Al C:: CHP i4 '::1l i.i:. [:,08f ...., EX. POW.,R, .,.. POLE OHP \\\\ \\\\ \\\It • 4 . 4 la 4 in N Tr 23 LF SERV r- 1 %2 " WATEf2 CE LINE \ 5' MIN. r L_.J m m \\\ \\\ \\\ 45' BSBL \\`, \\\\`, \\ \\\ \\ \\\ \\ \\\ \\ \\\\ Mi ; iy'aik fi..& \\\\ \ \ ;,' • ) f ' ,INSTALL 3' HIGH SPLIT RAIL FENCE W/ SIGNAGE (ONE SIGN) SEE DETAIL 1 N88°33'52"W 65.70' • 0 • I ROOF OVERHANG 12 LF 4" PVC FOOTING DRAIN COLLECTOR @ 2.00% CB OR AREA DRAIN 06 RIM=65.50 IE (N)=63.50 N IE (S)=63.40 0 10 LF 6" PVC SD @ 1.00% CONSTRUCT DRYWELL FOR FOOTING DRAIN (4'W x 4'L x 4'D) PER DETAIL THIS SHEET 62 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 PARCEL NUMBER 1523049314 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 O 1 1 L_ OBSERVATION PORT TOPSOIL - n1 SMALL CB OR YARD DRAIN LOCATION CUT (CY) FILL (CY) SITE & FOUNDATION 135 60 Know what's below. Cali before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 1,00 0;x.,,1: co CRITICAL AREA SIGNAGE SCALE: NONE 2' GRAVEL STRIP SLOPE �i �iCviT%T��• CONCRETE DRIVEWAY CN WASHED ROCK 3/4" - 1 Y" 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 3/4E" - SHD GEOTEXTILE �J-1 l„('� CJ MIN. 4” DIA. PIPE )J I (;:. ()-)/l.)J • :. 1/2" GRAVELb;;;, Ji MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL DRYWELL DETAIL SCALE: NONE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,103 SQ. FT. (INCLUDING OVERHANG) WALKWAY / PATIO 254 SQ. FT. DRIVEWAY 595 SQ. FT. TOTAL 2,952 SQ. FT. 2,952 / 8,442=0.3497 X 100% = 34.97% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,103 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,103 SQ. FT. 2,103 / 8,442=0.2491 X 100% = 24.91% MAX. BUILDING COVERAGE FOUNDATION CLEAN OUT WYE FROM PIPE 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE . ' BACKFILL :..PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" "WASHED ROCK .FILTER FABRIC • : (NIIRAFI 100X OR EQUIVALENT) NOTES: SEE PLANS A END CAP OR PLUG 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD A 15.0' MIN 5.0' MIN ROOF DRAIN 6" SOLID PIPE @ 1.0% MIN. \_ CATCH BASIN OR AREA DRAIN WITH SOLID LID EXISTING GROUND PLAN VIEW NTS ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK BEND IF NEEDED 4" SOLID PIPE FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS 30" 6" RIGID PERFORATED PIPE LAID LEVEL PRESSURE TREATED GRADE BOARD 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE 4" X 4' FILTER FABRIC SUPPORT POST SECTION A -A NOTES 1 . THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 3. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. r-18" 0.C. 2" 2" GRADE BOARD NOTCHES ROOF DISPERSION TRENCH DETAIL SCALE: NONE REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila BUILD _KG_ DIVISION bil APPROVED APR 9 5 2011 City of Tukwila PUBLIC Works c14410\ RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 000 REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS 0 0 LLI 25 T.)t-; 0 g3 co z (I) a_ < 0 a cn Cn r 61 lb 3 MI I cu ro co co CO fcl o-1 QJ ch CNI Lu oo co (NI 0 8 L. H. PHAN DESIGNED BY: L. H. PHAN co H. H. PHAN CCI H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION >- co ci T BUILDING CODE: 2015 INTERNATIONAL. BLDG. CODE (IBC), AND 8Y REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED SY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSP (SNOW) ROOF DEAD LOAD ■ 5 P8F FLOOR LIVE LOAD • 40 PSP FLOOR DEAD LOAD • 15 PSP WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RiSK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROUND SNOW WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TIEMp ICE SHIELD UNDER- LAMENTLOAD REQUIRED FLOOD HAZARDS AIR RiiEEZMG INDEX MEAN ANNUAL TEMP SPEED (MPH) TOPOGRAPHIC EFFECTS SPECIAL WND REGION WND-BORNE DEBRIS ZONE WEATHERING FROST LME DEPTH TERVE' 25 110 I6 6 16 DI/D2 MOD 18 SLIGHT - Mx om- ti 12 LOR LOCAL JURISDICTION 50 50 ,ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TiME OF PERMIT SUBMITTAL: - MFG. JSt. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER iS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSH, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW O1RC,ANIC SURFACE SOILS. BACKFILL TO SE THOROUGHLY COMPACTED. MINIM CCl'1PRESSIVE STRE'Nis'TH OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMI COMPRESSIVE STRENGTH (re) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATIONS 4 OTI4ER CONCRETE NOT EXPOSED TO THE WEATHER. 2,500 pet FBASEMENT SLABS LOOR SLABS. 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE 2600 pet BASEi"ENT WALLS, FOUNDATION WALLS, EXTERIOR U1ALL6 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO 114E WEATHER 3,000 psi (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE UEATHER 4 GARAGE FLOOR SLAB. 3,000 psi (5% to is air entrained) CONCRETE 'BATCH TiCKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM 4615 GRADE 40. UNDO. (SEE STRUCTURAL) ATM 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. I' EMBEDMENT METAL FRAMING CONNECTORS TO 8E MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO 8E PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL 8E RETREATED N THE FIELD IN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION SY WOLI4NIZED WOOD) PER IRC 8311.1.1, FASTENERS FOR PiRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD 814ALL BE OP 440T -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE !BETWEEN FLOOR SEAMS AND GRADE. 15' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. PAMPPROOPiNG EXCEPT WHERE REQUIRED BY SEC. R4062 TO SE WATERPROOFED, FOUNDATION WALLS THAT RETAN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HiGI-ER OF (a) THE TOP OF THE FOOTING OR (8) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 NCH PORTLAND CEMENT PARGING APPLIED TO TI -E EXTERIOR OF THE WALL. THE PARGNG SHALL BE DAMPPROOPED IN ACCORDANCE WiTH ONE OF THE FOLLOWING: U SI1UMINOUS COATING. 2.3 POUNDS PER SQ. YD. OP ACRYLIC MODIFIED CEMENT. 3. 14' COAT OP SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING 114 SEC. R4062. 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 SE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF 144E WATERPROOFING MATERIALS LISTED N SECTION 84062 TO 744E EXTERIOR OF THE WALL. WATERPROOFING R406.2 - 114 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 8E WATERPROOFED FROM THE HIGHER OP (a) THE TOP OF THE FOOTING, OR (b) 6 NCHES BELOW 114E TOP OF 114E BASEMENT FLOOR, 10 THE PNISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF TI4E FOLLOWING: 1.2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING.. 3. 6 -MIL POLYVINYL CHLORIDE. 4.6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. 1's' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. S.60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT 8E USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS 10 SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. 1401 ASPHALT 514ALL BE APPLIED At A TEMPERATURE OF LESS THAN 200'P. ALL JOINTS 114 MEMBRANE WATERPROOFING SHALL 8E LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION 8408.1 - T44E UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED 8Y THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SiX MIL (0.006 114 THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL 8E LAID OVER THE GROUND WITHN CRAWL SPACES. THE GROUND COVER SHALL 8E OVERLAPPED SIX INCI4ES MINIMUM At THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED N CRAWL SPACES iF THE CRAWL SPACE 14AS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OP TWO NCHES. 4 PI EL pRAPTSTOPPING R302.12 114 COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE 80114 ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILiNG ASSEMBLY, DRAPTSTOPS SHALL 8E INSTALLED SO 'THAT 144E AREA OF 144E CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. ORAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE 114TO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED 8Y A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL 8E PROVIDED 1 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 OF MATERIALS LISTED 114 IRC SECTION R302.12.1. FIREBLOCKING 8302.11 IN COMBUSTIBLE CONSTRUCTION, FIlEBLOCKiNG SHALL BE PROVIDED TO CUT OFF 80144 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FiRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. PIREBLOCKiNG SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION N THE FOLLOWING LOCATIONS: U IN 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 AT INTERVALS NOT EXCEEDING 104t 2. 41 INTERCONNECTIONS 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 RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY W1t44 IRC SECTION R302.1 02' GUM) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FiLLiNG 11415 ANNULAR SPACE SHALL NOT 8E REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR 144E FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION 81003.19. 6. FIiEBLOCKING 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 R302.IUI LOOSE -FILL INSULATION MATERIAL SHALL NOT 8E USED ASA FIRESLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. CONSTRllGtl GENERAL ALL NAILING 10 COMPLY WITH REQUIREMENTS OF IRC TABLE R602.3(1) GYPSUI'1 WALL BOARD AT INTERIOR WALLS 10 BE FASTENED ACCORDING t0 TABLE R102.3.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM 13OARD TABLE R1023'3 TNICIQ' E66 OF GYPSUM EJOARD OR G PANEL PRODUCTS (INCI-E8) AWPI.icAtbdN ORIENTATION OF GYPS& BOARD GYPSUM PANEL PRODUCTS To FRAMING MAXIMUM SPACING OF R?AM11. G MEMBERS CNCiE8 am) MAXIMUM SPACING OF FASTENERS CINCHES) SIZE OF NAILS FOR APPLICATION TO WOOD FRAMING NAILS w/o adhsolve SCREUIS 343'U14LL CEILING PERPENDICULAR 16 1 12 13 GAGE, I-1/4' LONGHE , 19/64' AP, 0m98' PIA,1-1/4' LONG, ANNULAR- RINGED, OR 4d COOLER NAIL 011:8 DIA, 1-3/8' LONG,1/32' MEAD. EITHER DIRECTION I6 6 16 I/2'CEILING CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1-3/13' LC1k G, 19/64' HEAD, CMS' DIA, 14/4' LONG, ANN.IL.AR- PERPENDICULAR 24 1 12 RINGED, OR 5d COOLER NAIL, 0?!86' DIA. I-5/8' LONG, 18/64' HEAD, OR GYPSUM moan) NAIL, 0 ' DiA, i-1/8' LCNG, 9/32' HEAD. WALd. EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 cEILNG EITHER DIREctiot4 16 1 12 13 GAGE, 1-8/81 L. 19V64' HEAD, COW' DIA, 1-3/8' LONG, ANNULAR - RINGED/ OR 6d COOLER NAIL, Veer DIA. 1-1/8' LONG, 1/4' HEAP, OR GYPSUM BOARD NAIL. 0,09E' DIA- 1-1/84' LONG. IS/64' MAD. CEILING PERPENDiCULAR 24 1 12 TYPE X AT GARAG6/8' BENEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 1-1/13' 1.0Ik4 Eicl COATED NAILS OR ECUIVAUENT8CREWS SHALL COMPLY WITH 6Ec1101 810238 DRYWALL SCREWS. WALL EITHER DIRECTION 24 6 12 13 GAGE, I-5/8' LONG, IS/64' HEAD, �0a' PIA,1-3/8' LC146, ANNULAR - RINGED; OR 6d COOLER NAIL, 0.092' DIA, 4.1/8' LONG, V4' HEAP: OR GYPSUM BOARD NAIL. ewes' DIA. 1-1/8" LONG. 1S/64' HEAD. WALL EiTHER DIRECTION I6 8 16 APPLICATION WITH ADHESIVE 3/8'CEILING PERPENDICULAR 16 16 16 SAME A8 ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCT& WALL EITHER DIRECTION 16 16 24 I/2' OR 5/8' CEILING EITHER DIRECTION 16 16 16 SAME AS ABOVE FOR I/2' ,AND 5/8' GYPS M BOARD AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 WALL EITHER DIRECTION 24 I6 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BABE FLY NAILED AS ACOYE FOR P' GYPSUM BOARD AND Cerre M PANEL PRODUCTS, FACE PLY' 'N.ED 8TAUWITH ADHESIVE. WALL EItNER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED 80X (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OP 114E NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d 8OX (0.113' DIA, 2-1/2' LONG), 10c1 COMMON (0.148' DIA., 3' LONG) 10d SOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 PIA, 3-1/4' LONG) 5d COOLER (0.086' PIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF U1WPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED W1114 144E GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HP '2 - Fb■850 psi, Fv•15 psi, Fc•1300 psi, E■1200000psi HF '2 - Fb.850 psi, Fv•15 pei, Fc•1300 psi, E■1200000psr 8E 11 4X 6X OR LARGER DF -L '2 - Fb ■900 psi, Fv.95 pei, Fc • 1350 psi, E ■ 1600000p6r DP -L'2 - Pb■815 psi, Fv•85 per, Fc■600 psi, E■1300000pe1 STUDS 44F'2 - Pb•850 pet, Fv.15 psi, Fc•1300 psi, E■1200000pei HP '2 - Pb.850 psi, Fv•15 pei, Pc.1300 pei, E■I200000pei 2X4 2X6 OR LARGER P0518 HF'1 - Pb■900 pei, Fv■95 pei, Fc■1350 pei, E■1600000pe1 HF '2 - Fb.900 pei, Fv■913 psi, Fc•1350 psi, E■1600000pe1 DF -L of - Fb■100 psi, Fv■85 pei, Fc■415 pat, E■1300000pel DP -L'2 - Pb.100 per, Fv•85 per, Pc•415 psi, E■1300000pei 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Flo • 2,400 P51, Fv • 165 PSI, Pc • 650 PSI (PERPENDICULAR), E • 1,800,000 PSI. ENGINEERED WOOD 8EAMS AND 1 -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION 114 ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,900 P51, Fv • 290 P5I, Pc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: SO = 2,600 P51, Fv = 285 PSI, Pc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED .45 'LSL' SHALL HAVE THE M114IMUM PROPERTIES: Flo • 1,100 PSI, Fv • 400 P81, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL 8E LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL 8E DESIGNED 4 STAMPED 8Y A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM 11H0SE DESIGNS. NONBEARING WALLS SHALL BE HELP AWAY FROM 114E TRUSS 801 TOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR 014 114E WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL 8E INSTALLED PER 714E TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SI-IEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON 6' O.C. 0 PANEL EDGES AND 12' 0.0. IN FIELD UN.O. 014 SHEAR.UALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SI-IEATHING SHALL 8E 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' 0.C. a PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SHALL 8E 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOD AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL 8E PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 10 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 BE 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 OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 80714 SIDES UNDER STUCCO OPENINGS. 3. UNDER AND A7 THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TOA WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. IP • 4 w 6 PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL 8E INSTALLED AND PINIS44EP IN ACCORDANCE WITH 144E MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL 8E PROVIDED BY 114E MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS 10 8E LAMINATED GLASS UNLESS NOTED Oto-IERWISE. SECTION 8310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS 8310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL 14AVE NOT LESS THAN 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 61-4ALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TOA YARD OR COURT THAT OPENS TOA PUBLIC WAY. EXCEPTION: STORM S4-ELTERS AND BASEMENTS USED ONLY 10 HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL NAVE A MiN. NET CLEAR OPENING OP 5.1 SQ. Ft. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL 8E 24 INCHES. MINIMUM OPEN WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT:, WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE 114AN 44' ABOVE THE FLOOR, WHERE THE SILL 14EiG441 IS BELOW GRADE, It SHALL 8E PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE INSTALLED 114 THE FOLLOWING LOCATIONS OR AS OT44ERWISE REQUIRED PER IRC SECTION 8308.4 1. GLAZING 114 DOORS - SIPE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLD DOOR ASSEMBLIES PER IRC SECTION 8308.4.1. 2. GLAZING ADJACENT 10 DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR 114 CLOSED POSITION PER IRC SECTION R308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARrsER THAN 9 SQ. FT., THE BOTTOM EDGE IS LESS 114414 15' ABOVE 144E FLOOR, THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR, AND ONE OR MORE WALKING SURFACES ARE W1114114 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 830843. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 830844. 5. GLAZING 114 WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, 8411411.188, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE 144E BOTTOM EXPOSED EDGE i5 LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308.4.5. 1. GLAZING ADJACENT 10 STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE 114E PLANE OF THE ADJACENT WALKNG SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R30846. S. GLAZING ADJACENT t0 THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS 11-4.444 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION R308.4.1. lisieLLATIMI AND M016 _ ..���-�w_PR011ECTIMI 8302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL 8E N ACCORDANCE WiTH SECTIONS R302.10.1 T14ROUGH4 R302.10.5. R302.10.1 INSULATION INSULATION MATERIALS, NCLUPING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITi4N FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE .4 FLAME SPREAD INDEX NOT 10 EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT 10 EXCEED 450 WHERE TESTED N ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: I. WHERE SUCH MATERIALS ARE INSTALLED N CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO 1401 APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL P1IS14. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT 15 NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OP SECTION 8302103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE 114414 450 AND SHALL 8E REQUIRED 10 MEET A SMOKE -DEVELOPED NDEX OF 1401 MORE 71-4AN 450 WHERE TESTED N ACCORDANCE WITH CAN/ULC 51022. 3. P0A11 PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 54 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH 714E FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.1 WHERE TESTED N ACCORDANCE WITH CAN/ULC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL NSULATION SHALL NOT 8E REQUIRED t0 8E TESTED IN ACCORDANCE WITH CAN/ULC 61022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302.10.1 AND R302.10.3. 8302.103 CELLULOSIC FIBER LOOSE -FILL NSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CPR, PARTS 1202 AND 1404. EACH PACKAGE OF SUCH INSULATNG MATERIAL SHALL 8E CLEARLY LABELED IN ACCORDANCE WITH CPSC 16 CPR, PARTS 1209 AND 1404. 8302.101 EXPOSED ATTIC NSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT 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 210. INFILTRATION CONTROL EXTERIOR JOINTS ABOUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROCPS AND WALLS AND ALL SIMILAR OPENNGS SHALL 8E SEALED, CAULKED, GASKETED OR WEATI4ERSTRIPPED TO LIMIT AIR LEAKAGE. 8102. i VAPOR RETARDERS CLASS 1 OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS 114 CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: I. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. • 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WiLL NOT DAMAGE 714E MATERIALS. 8102.1.1 CLASS 111 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. THE VAPOR RETARDER CLASS 514ALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBL THE FOLLOWING SHALL BE DEEMED t0 MEET THE CLASS SPECIFIED: CLASS is SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KR4P1-FACED FIBERGLASS BATTS. CLASS IIi: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 042011 City of Tukwila BUILDING DIVISION FOR 144E PURPOSES OF THIS SECTION, VENTED CLADDING SHALL INCLUDE 714E FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WiTI4 THE EQUIVALENT VENT AREA SHALL BE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(U). 2. 8RICK VENEER WI744 A CLEAR AIRSPACE AS SPECIFIED 114 TABLE R103.5.4. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING T44ERMAL ENVELOPE 514ALL 8E CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE SECTIONS R402.4.I THROUGH R402A.4. R4024.12 TESTING THE BUILDING OR DWELLING UNIT SHALL 8E TESTED AND VERIFIED A8 HAVING A4 AiR LEAKAGE RATE EXCHANGES PER HOUR mpectia46 •'` dirt � WITH 14E REQUIREMENTS OF OF NOT EXCEEDING 5 AIR POSTING OF CERTIFICATE WSEC R401.3 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WI4ERE 1448 FURNACE 15 LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL 1401 COVER OR OBSTRUCT THE VISIBILITY OF 114E CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST 114E PREDOMINANT R -VALUES OF NSULATION INSTALLED 114 OR 014 CEILiNG/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U -FACTORS FOR FENESTRATION AND THE SOLAR 14EAT GAN COEFFICIENT (51 -IGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON 114E BUILDING. WHERE THERE iS MORE 114414 ONE VALUE FOR EACH COMPONENT, 144E CERTIFICATES SHALL LIST 144E VALUE COVERING 144E LARGEST AREA. 744E CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATNG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN TI4E RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT 8E LISTED FOR GAS-FIRED INVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC 8ASEEOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL 8E LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R403.33. A WRITTEN REPORT OP 114E RESULTS SHALL BE SIGNED SY THE PARTY CONDUCTING THE TEST AND PROVIDED 10 THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING TI4ERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 84024.1 THROUGH 840244. p NOTE& 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAM INLETS SHALL 8E DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS v2 OF AN 44044 N THE LEAST DIMENSION. 312.12.1 METER BOXES S14A11 8E CONSTRUCTED N SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING 8Y FOLLOWING THE SERVICE PIPES PROM 144E 8OX NTO 714E BUILDING. 312.122 METAL COLLARS 114 OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE 114 WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.12.3 11.18 WASTE OPENNGS IN PRAMED CONSTRUCTION 10 CRAWL SPACES At OR BELOW 714E FIRST FLOOR SHALL 8E PROTECTED BY T448 INSTALLATION OP APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED 10 THE ADJOINING STRUCTURE WITH 140 OPENING EXCEEDING t'2 OF AN 44014 IN 144E LEAST DIMENSION. rmsgr WSEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. JNTERiOR STAIRWAY ILLUMINATION PER SEC R3031 IRC INTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE 10 ILLUMINATE T148 LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. 1148 LIGHT SOURCE SHALL 8E CAPABLE OF ILLUMINATING TREADS 4141, LANDINGS 10 LEVELS NOT LESS 71-1A14 1 FOOT-CANDLE MEASURED At THE CENTER OF TREADS AND L4NONGS. T44ERE SHALL 8E A WALL SWITCH AT 84014 FLOOR LEVEL t0 CONTROL 7448 LiGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH iS NOT REQUIRED U11 -ERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTNG IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF 744E STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS 10 A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At THE !BOTTOM LANDING OF THE STAIRWAY. LL AND NOTC14 SILOS PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE 114 ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD 114 AN EXTERIOR WALL OR SEARING PARTITION SHALL 8E PERMITTED t0 BE CUT OR NOTCHED TOA DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS N NONBEARING PARTITIONS SHALL 8E PERMITTED TO BE NOTCHED TOA DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL 8E PERMITTED 10 8E BORED OR DRILLED, PROVIDED THAT THE DIAMETER OP THE RESULTNG HOLE IS NO MORE 714AN 60% OP 144E STUD WIDTH, THE EDGE OF THE HOLE 15 NO MORE 71444 g1e INCH 10 714E EDGE OF 144E STUD, AND THE HiC E I V E D IS NOT LOCATED IN THE SAME SECTION AS A . CUT OR NOTCH. STUDS LOCATED 114 EXTERIOR WALLS OR SEARING PARTITIONS DSI: F T U K WV I L A OVER 40%AND UP 10 60% 844ALL ALSO 8E DOUBLED WITH NO MORE 744414 TWO SUCCESSIVE DOUBLED 611.105 !BORED. SEE FIGURES R602.6(1) AND R602.3(2). MAR 3 0 2017 EXCEPTION: USE OF APPROVED STUD SHOES 15 PERMITTED WHERE THEY ARE INSTALLED 114 ACCORDANCE WITH 714E MANUPACI IT CENTER RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK IS PLACED 114 OR PARTLY N AN EXTERIOR WALL OR INTERIOR LOAD-BEARING, WALL, NECESSITATING CU11 NG, DRILLNG OR NOTCHING OF THE TOP PLATE 8Y MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 NCH THICK AND 1-I/2' I140HE5 WIDE SHALL 8E FASTENED ACROSS AND 10 THE PLATE AT EACH SIDE OP THE OPENING WI114 NOT LESS THAN EIGHT 10c1 NAILS I4AVING A MN4MUM LENGTH OF 1-1/2' INC1-185 AT EACH SIDE OR EQUIVALENT. 114E METAL TIE MUST EXTEND A MNIMUM OP 6 IN614E5 PAST 1 r • -° NG. SEE FIGURE Tukwila,WA, (4o ZH U rAl 44 U U 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 EXCEPTION: WHEN Ti4E ENTIRE SIDE OF THE WALL WITH THE 1407614 OR CUT IS COVERED BY WOOD STRUCTURAL P V=NTILATION 'REQUIRE FNTS ROOF ATT 1 C VENT 1 LAT 1 ON CALCUL AT 1 ONS VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE CF REQUIRED VENTILATION PROVIDED BY SAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AMD ENCLOSED RAFTER SPACES FOR WHERE CEILINGS Ale APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1'8' MIN. 4 14' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 1' SPACE BETWEEN INSULATION AND ROOF SHEATHING ° VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL EE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL NSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA 1) 1,191 SQ. FT. OF ATTIC AREA/300 :591 SQ. FT. CF VENTILATION REQUIRED (860 SQ. INCHES) UPPER VENTS : 430 Sq. In. (9 AF50 VENTS) LOVER VENTS ■ 430 Sq. In. 36 EAVE VENTS x 12' PER BLOCK • 432 Sq. In. LOUJER ROOF - PORCH: (AREA 2) NOTE: UPPER ROOF VENTING PROVIDED BY l'x10' AF50 ROOF VENTS. (50 $ N. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 1/8' DIA HOLES • 14.16 Sq. In. w/O MESH NFA w/ MESH ■ 12' Sq. In. PER BLOCK 46 5Q. Fr. Cl ATTIC AREA/300 • 15 SQ. FT. OF VENTILATION REQUIRED (22 SGL INCHES) UPPER VENTS : 11 Sq. In. (2 AF50 VENTS) LOWER VENTS • 11 Sq. In. 1 EAVE VENTS x 12' PER BLOCK • 25 Sq. In. 1 AF50 VENT x 50' PER VENT • 50 Sq. In. LOWER ROOF - GARAGE: (,AREA 3) 81 SQ. FT. OF ATTIC AREA/300 • 21 SQ. FT. OF VENTILATION REQUIRED (40 SQ. INCHES) EAVE VENTS = 20 Sq. In. UPPER VENTS • 20 Sq. In. (I AF50 VENTS) LOWER VENTS :20 Sq. In. 2 EAVE VENTS x 12' PER BLOCK • 24 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY COR -A -VENT ROOF -2 -WALL VENT (85 SQ. IN. PER LINEAL FT.) 41-0' (12 EAVE VENTS) N • IFJ LU N (AREA 1) CJI 8'-0' (4 EAVE VENTS) I1'-6' (4 SAVE VENT=) 8'-0' (4 EAV?: VENTS) / 4- `I • • (AREA 2) (AEA 3) 20'-0' (2 EAVE VENTS) 1NTECR4TE 24 f-4 UMOLE HOUSE VENTILATION SYSTEM PlECNANICAL HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL 13E INSTALLED N A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED 114 A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES 80 FUELED SHALL NOT BE INSTALLED N AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED 114 A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME 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 TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, 'TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR 1. WI-IERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL 15E 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 TI -IE CLOSET ENCLOSURE, OR MAKE UP AIR SI4ALL BE PROVIDED BY OTI-LER APPR MEANS. c ■ 100 8Q INCH TRANSFER GRILL PER IRC G2435.4 (614.6) AS AMENDED BY WASHINGTON STATE MI501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION OF AIR. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SI4ALL NOT DISCHARGE INTO AN 41116, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. M15013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS 111501.3.1 THROUGH 11150133. MI5013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION 1115013.4, M150135, MI5013.6 OR M15013.1. COMPLIANCE IS A1-80 PERMITTED TO 13E DEMONSTRATED THROUGH COMPLIANCE WITH 114E INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. 11150132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED t0 THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE•HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' 8WITC14 SHALL 8E PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL 8E AFFIXED To THE CONTROLS THAT READS 'WHOLE 14OUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY PANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL EE DESIGNED 80 714A7 IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-14OUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL EE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO TI -IE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. . 5.8 A LABEL SHALL BE AFFIXED t0 THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' M150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. 11150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN 114AT DETERMINED N ACCORDANCE WITH TABLE M150133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED 10 OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-14OUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE 1150133(2). MI50133 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM& TI -118 SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUII' MENTS OF 71415 SECTION SHALL BE DEEMED t0 SATISFY THE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEM. 11150135.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION 11150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR 10 EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING 10 THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UF'STREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO 714E RETURN AIR STREAM SHALL SE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET t0 PREVENT THERMAL SHOCK t0 THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION 11150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOP OR A FLOW MEASURING STATION. 1115013.52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. 1115013.53 OUTDOOR AIR INLETS. INLETS SHALL EE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL 8E LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE I4AVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 AT LEAST 3 Pt ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 111501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED N EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL 15E DESIGNED 7O HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED 114 ACCORDANCE WITH TABLE 111501.4. SEC. M1501 111501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfln At 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL 1595) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN I8 USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT SE LESS THAN 100 cnn AT 0.10 INCHES WATER GAUGE. 11501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL 8E CONTROLLED BY MANUAL SWITCHES, PEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS 51-IALL 8E READILY ACCESSIBLE. T - 33(1) OMIT WHOLE HOUSE MECI4ANICr4L VENTILATIM SYSTEM AIR PLCXLI TE IQEQUI y:= 8. ij DWELL LNG UNIT FLOOR AREA(SF.) NUMBER OF BEDROOMS 0-1 2-3 4-5 AIRFLOW IN CFM 6-1 >-1 <1,500 1,501-3,000 3,001-4,500 4,501-6,000 6,000-1,500 >1,500 30 45 60 15 90 105 45 60 15 90 105 120 60 15 90 105 120 135 15 90 105 120 135 150 90 105 120 135 150 165 T M 33(2) INTERMITTENT 1.1alilE MECHANICAL VENTILATICN RATE PACT a -: RUN-TIME % IN EACH 25% 4 -HOUR SEGMENT 339 509'0 669 15% 100% FACTOR 4 3 2 1.5 13 10 T M1berIA MIN IQEQUI AND THIO -FAMILY DWELL LOCAL AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 oft INTEi�f" 1ITTENT OR 25 cAn CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cnn INTERMITTENT OR 20 cfm CONTINUOUS 205 ¥ coce SLI I•. T 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c : 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R4021.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U■028 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR - COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA SY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, 71-1E BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL 51-1OWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. 10 QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS 61-IALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER. SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 k111.1 BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM TI -115 CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY TI -IE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. bri REVIEWED FOR CODE �� OVA SCE W' 042411 City of `1 Ltk+6ilaa BUILDING DIVISIO' RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 9 z w •z a C 44. u • co P4`a W 0000 Z 34. clk 00 Lr 0 CO N aD N z.. a 0 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 058 SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 116' PLY OR 058 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO WALL PLASHING D MTA I L. N.T.S. WEATHER RESISTANT SSHTHING HNG ER OVER SUBSTRATE FINISH SIDING 6SM TRIM FLASHING WITH 8" MIN. VERTICAL LEG HORIZONTAL WOOD TRIM 1 OR I Z. TRIM AT SHEATHING/WOOD STUDS N.T.S. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE ❑ ❑ 111 12 MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.1.3 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 12.3 OF TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL 5E INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 3.3C OP TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION 714AT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OP A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 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 R103.63. 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 4 REAR PORCHES FLASHING STONE VENEER N.T.B. 5/4x8 BAND BD. ATOP SLAB 4 REAR PORCHES !W FLASHING •� ROW" LVAT 1 ON ( NORTH) COMP ROOF` 5/4xS BARGE W/ 5/4x10 RAKE TRIM CEDAR SHAKE SIDING 5/4x8 FASCIA W/ CONT. GUTTER 5/4x4 WINDOW TRIM HORIZ. LAP SIDING W/ 6" EXP. 5/4x6 CORNER TRIM STONE VENEER ADHERED 2x8 v4/2x5 CHAMFERED CAP GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. Ota 6" WITHIN THE FIRST 10' REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2011 City of Tukwila L EUILDI G DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' H1G14 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 83131 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 1 8 12 12 ri. 11111111,4 tej 12 12 1IL u lJ L 1S'x24' GABLE VENT Mir OF 3) RIGHT ELEVATION (WEST) v4•.r-o• • REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila E BUILDING DtV BION RECEIVED CITY OF TUKWILA 1`7%. Obq HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING tHE HOUSE. ,ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF V2' PER GEC. 8319.1 MAR 3 0 2017 PERMIT CENTER v C 03 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 2 Date: J 41'-0' 55'-0' 61-01 14'-9' 12'-0' 1'-3' 1'-6' 5'-9' 6'-3' 5'-5' 20'-3' 1'-0' 1'-10' 6/0x /0 XO (2) 6/0x6/0 XO PINING 9'-0' CEILING 9'-0' CEILING METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR FAMILY ROOM 9'-0' CEILING 11'-11' MEDIA CENTER in 2x6 WALL 36' HIGH 1/2 WALL MIN. 36' ;Ig7 BATH I OPNG 9496 EPP FURN. MAX B TU/HR 43,542 4 FLOOR LINE ABOVE • VEHICLE IMPAC��� ill j BARRIER MOUNTED WATER SYS EMS ERGY FACTOR■0.91) "N PEN 9'-0' CEILING GUARDRAIL PER IRC 5'-0' 21-' • )T _11I�rll ; s IN1r � I k ‘ I kli k\ \ .. . t ,, P. i..S Eg /0 FX S\A N IrJ UNDER ST PROTECTIO R R303.1 PT 6x6 P .,►�O\000 %Fh h Iia �`ai £ t .� 10' COL. w/ STONE VENEER (ADHERED) (TYP. OF 2) GARAGE USE 1/2' TYPE 'X' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYERS 5/S' TYPE 'X' ON CEILING. WRAP ALL EXPOSED POSTS AND BEAMS 111 1/2' TYPE 'X' GW 16/0x8/0 O.H. DR 9/0x8/0 O.H. DR LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (83113.1) WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. •REFER TO SHEET 14-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. BLUE IS AWG TRACER METAL WATERDAT 5ERVICE - PIPING PER UPC 604.9. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 I. 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. 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 8E PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. _] = 100 SQ INCH 'TRANSFER GRILL 11'-6' 20'-0' MAIN FLOOR PLAN 1/4'= 1'-0" INTERIOR STAIRWAY ILLUMINATION PER SEC 8303:1 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 ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE 'WHERE THE STAIRWAY 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 R303.S IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. MAIN FLOOR AREA UPPER FLOOR AREA TOTAL 6ARAGE 1225 S. FT. I6)OO S. FT. 2825 S. FT. 6.36 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 WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P11. FLOW. ALL OTHER LAVATORY FAUCETS t0 BE LIMITED TO MAXIMUM 1.0 G.P.M FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC 83143 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 10. HABITABLE ATTICS \ • ARMS TO BE INSTALLED NOT," --G 5 T �� �k 3 FT. HORIZONTALLY FROM A .. ATH - �� • THAT ONTAINS A BATHTUB OR SRA .RMS TO BE INTERCONNECTED IN 5U0H A�\A �. CHAT ACTUATION OF ONE ALARM WILL AC ASV^ L OF THE A A `\ IN THE IVIDU U OC� . :c vu At J MONOXIDE COMBO. •S�j PPBOVED CARBON MONOXIDE ALARM 51-IALL INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA 114 THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R403.5.3. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED t0 A MINIMUM OF R -S PER WSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR 1N THE GROUND SHALL BE INSULATED TO R -I0 WITH INSULATION DESIGNED TO 8E USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING 15 TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL EE PROTECTED EY 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 WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. UJ -IDLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC 1111502.4.5.1 THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL 8E 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE 115024.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES 1407 INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS 51-1ALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.11 r -o REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 9 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. 3-28-1-1 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. 55'-0' 41'-0' 6'-0' 12'-5' 11'-4' 14'-9' 3'-10' 4'-2' 1'- 4'-6' 5'-6 5'-I0' 11-3' 1'-6' 'dl ♦ • z to i BEDROOM 3 8'-0' CEILING 8'-3' in B.P. • 4'-2' //////1//l//U//i/////i///U//////U/////////UIQ///////////. N i UTILITY 8'-0' CEIL. -- 50 CFM r r 71 SINK rL_—JL--J ///// /////////////!/ ////44'4 //I///44<4 u;f Six. E.F. c 6'-2' r 5/0x Xo � � 1 B1= 2 3' BATH 8'-0' CE L. MEDIA ROOM 8,-0° CEILING LOPE • ��% ING 0 zI 74. / / EGRESS 6/0x4/6 X0 W/ 6/0x1/0 ATOP (SEE E_EV.) 6'-3' 12'-6' 6'-3' N e G TECH. DESK I to I BP aD • EGRESS wi / /i/7/iii/// BEDROOM 2 8'-0' CEILING 11'-4 10 e S.D. 6/0x4/0 XO 6'-1' 16R 1/ 1,4.T CEILING ;n DBL i 7 7 7 7 7 7 42' WALL w/CAP GUARDRAIL PER IRC OPEN TO rs 177 i i \1 i 2/0x6/0 FX 7 7 7 7 7 (2) 2/0x2/0 FX w/ 6' MULLION 1'-4' 1-2' a l'-9' LL 110v-'' 0 iw P EGRESS PLAYROOM S'-0' CEILING 8'-2' i .921.ikdl':4SSaSJAIYMI1i1AIST0 ..eemerio "NEWAR-37- • • °I S'-3' 2 I I MA TER BEp1?OOM VAULTED CEILING SLOPED CEILING EGRESS 6'-3 SLOPED CEILING 22' 30 -'TJ ATTIC WALK-IN CLOSET EO0 ILLLING 61 • \ S OUJER /� 411 swim i i MASTER BATH S'-0' CEIL. A 5'-11iI EF. 50 CFM 12' 4 19' 4'-2' SOAKING TUB 4 r 0 SA. v� AI; 4/0x4/0 X0 i 8/0x4/6 X0X (3 EQUAL SECTIONS) 1'-6' 8/0x1/0 ACOP (SEE E_EV.) 15'-0' 11-6' 2/0x210 FX JI 3'-8' 8 -0' 4'-4' 4'-0' S'-0' 55'-0' UPPER FLOOR PLAN UTILITY ROOM NOTES/M A UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGI-IT 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 TI -IE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. = 100 SQ INCH TRANSFER GRILL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 042017 City of Tukwila BUILD#tG DI°`- S/0 "' RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 0 0 l9 9 an o� - '� a =g wwoo •;. z 014 8 AzN a � do a .. 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 4 9 A M t FOUNDATION VENTS AS REQ'D 'dl 55'-0' 411-0' i 8'-0' 14'-9' 12'-0' 20'-3' 2'-6' 5'-6' a 4' THICK CONC. SLAB GRAVEL FILL 2.0 — ° 4 BARS - O.C. A _ T TYPICAL _ i i i i 1 4_-I- 1 ,0 , r O \ q\� �Q --I- -I- _i_ -- -I- -I- I I LI AI 1 I I I etst C R,aw4. - -4C —8' FON 16' - II FTG S'-44' V-4 ' 6 5'-4 MIL TI1aoUG- LAP ' VISOUEEN SPLICES TOUT 5'-4. V • PO C- • WL 1•1. ( BA ACK) ACE SIE R 3'-4 ' 5'-43 5'-43' 5'-4 ' _� l< 4x 0D=*2 0 ":-.- `o 4 -�-- ---- - ---►-- - -- �-0----- -- 2 -0' - 3''" � 3'-'1' 3'-'1' 31-=P�� ¢'-3i' 2' 1 ' 2'_0 0 4 -, 0 -3 2 O 9 COON- RIM -� `$ PE, j' \G t 1 t't 2.0 A 4' ....---N, � 1D �1° °2 a cm3 N Z I r NI!� ��,K1t7ttwra. -' I\= , \err1 I�� ��- ,� , v, cal. III Mr lir , IJ 31-- '1-3 3'-3 ' 5'4 51- Z, ©, ,..,,*., � \ 4' TH. p -7 r CONICSLABICK �', "�� i S Alik Aill iWa a . �2>/I d 2 "' � GR410IEL ILL =;= . — '��� C" int f>�,=—�r-=fs ir � ; ��• �r I�� !� 36'x36'x12' ` 24' DIA. X 8' 1- // 6x6 CONCRETE FTG. - •-1 W/ 4- 4 BARS EACH 'II _ C . - 18 x24 C L �, �� P T. POST \WAY �= (TYP) SPAC= A E' ' �� _�� l'�� � \ !t1 a 9u 1\ W/ CBQ BASE L � too _ \ 4 CONC. SLAB W/ 6 MIL. VAPOR BARRIER �- 111-1' 9 X ri 8OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 2 0' 4'-3' 4 -3� . 2'-0 \ , ---a_.:-..--...5.--, \Ill ---- LI 1.°1 ' 1 `� 1 1 A; 14 III V ' 4 r,x. -- 'M. 4x1 \�\\\. �� I I`;\ — 2i' RETE421x4 CONCRETE FM. In ��V \ 4 q 04 °� W/ 5-* 4 BARS EACH WAY R'.- \ �I BARS 18' O.Ci. r A10 TYPICAL 8'-3' R.O.����\ i CONIC. SLAB ,xv�,__._� :. OVER _ GRAVEL FILL _ 16 -3 R.O. ' it, i , k �� i.'S'p g'k -�—. _p �, 10 s)��i /� 2.0 EDGE 4x4 P CONC. 4 POST PAD 'r R ,�� � R 1V-10' 8' 1'-8' w/(2) «q, E.. 2) (TYP CIFW 3'-10' 10'-0' ♦ ♦ 10'-0' ♦ 5'-0' ♦ 6'-0' ♦ 12'-6' 11'-6' ♦ 20'-0' ♦ I1'-0' . 55'-0' 1 i/ .I' ±1--!--1 '1 • 4.. FOUNDATION AT PATIO NTS 4' CONC. SAB PREVENT WOOD TO CONC. CONTACT UJ/ CONT. FLASHING OR ,APPROVED MEMBRANE STUB 04. BAS INTO CONC. SLAB 6 18 O.C. FOUNnATION LAN IDENTIFY LOT LINES 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. A Tit 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 engineers report shall be .resented to the buildin . ins 'ector at time of footin inspection. 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HO OR EQ) 4' CONCRETE SLAB SIDE VIEW 3/16 ft. 1/2'X8'X8' TOP VIEW VEHICLE IMPACT BARRIER DETAIL FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD N CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL 02 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' 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 WEATHERSTRIPPED 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 BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OF CRAWL SPACE 51-1ALL 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. 4 SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SI -IT 61.0). NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of lh" 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.) REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER 1 T1ON 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 SCREENED VENTS FOR VENTILATION 12 VENTS RE Q I I� z • .•tt z -t4 • 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: 3-26-11 5 LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/62.0 /0 B B co 3 / / /. DP 4 x 12 BEARING WALL 51i4x1114LVL - _ - _ — -i BRG U. ALL r� r� r� r 7 r� - =1=111 - 1--1 l -T520 !BEA ryI TO TOP P ATE ✓ 7 LSTA30 - HDR 4 SILL / TO 3x BLOCKING. 8/62.0 4'x10' i• ,I////l ;moi �� ._ U. — NCOa X I 91 4'X10' DPa2 r MSTC 52 MSTC W A BEARING WALL 1 0 u N X N 1 / BE ARING tU A LL - — ii.2P IT\ LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 Oa \ 11 J L J L J 2-2X12 0 2X12 FLOOR JOIST JOIST a 12' O.C. UN.O. 2X12 FLOOR \V ST dl 6x6 P.T. POST W/ CCQ CAP 4 CBQ BASE C ID . \ x16.5GLB (3 -Fix 12 -. — — — — — - - - e - r•*V 1 MO IF II reitr!A) 31/2x12GLIB. - _ - _ - _ - - OMB 31/2 x 1114 LVL - - - - - - - - - - - - - - 4x12 MEP 4111111 1=1 11=E1 4 x 12 - o - - - - 2'-10' T. B UPPER RAMING FLAN C CONT. DBL. TOP PLATE R -IO RI&ID INSULATION ® EXTERIOR SIDE Ole WALL (SHADED AREA) FRAMING NOTES: KIN& STUD EXTERIOR PLYV*VOOD TRIMMER AS/INSULATION i7ETAIL NTS 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/Scl NAILS m 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DP "2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL PONT 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. o MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. b 11%v go 6 9 4 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila 1....._BUILDING DIVISION 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%. - 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. 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 15111111111111 ▪ 1111111111IMMI ,OM MF" TRUSSES L JL JLI—V.IL _1 w J DSC2 GIRDER /0 TOP PLATE ER TRUSS LAE 4/5: 2 IL iffr e 24' O.C. Ar AR IMO IND 4MM mum 4x12 4x4 P.T. POST w/EPCZ CAP 4 PB BASE (TYP) 0 ROC, RAHIN FLAN CONT. PSL. TOP PLATE R -IO RI6I0 INSULATION 0 EXTERIOR RIOR SIDE OPS WALL (SHADED AtRON KIN'S STUD EXTERIOR PLYWOOD TRIMMER HAS/INSULATION DETAIL Nn ROOF YEN At LEAST 40� 4 NOT M% THAN \\\ OF REQUIRED VENTS SMALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE `�.\ 3' IS' RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED - ILATION PROVIDED``, VEVE , S' IRC 8061 ENCLOSED CS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED Iti., TO THE UNP .E OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE = E BY VENTILATING OPENINGS PROTECTED AGAINST 114E ENTRANCE OF RAIN OR SNOW. ���,`ILATNG OPENINGS SMALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 4' MIN. 4 t14' MAX. • ANGS. 8 LOTIONS 4 REQUIREMENTS IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING e VENT LOCATION. BAFFLING OF TI.E VENT OPENNGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF TIE EXTERIOR WALL, EXTENDING INWARD, TO A PONT 6' VERTICALLY ABOVE 114E HEIGHT OF NON-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) SEE SHEET N2 FOR ROOF VENTIL4TION CALCULATIONS AND LOCATIONS ROOF OVERFRAME NOTES: IRC SEC 88023 L RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) ROOF FRAMING NOTES: 1 ALL HEADERS TO BE 4x8 DF +2 LNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED Wl R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SMALL HAVE DESIGN DETAILS ANP SPEC- IFICATIONS ON SITE FOR FRAME NSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGNEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MNIMUM 22'x30' PER IRC SEC 801.1 • ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION CN THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO COMPLY WITH IRC SECTION 8802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOIUED ON WALLS WHERE ROOF OVERHANG IS 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 302.0(1). 1. ` REFER TO SHEAR WALL SCHED. p17� REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION THE 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%. - 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 TUKWILL\ MAR 3 0 2017 PERMIT CENTER rz 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: 3-28-11 7 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 1/16" LP FLAMEBLOCK FIRE - RATED OSB SHEATHING WATER BARRIER 2x6 STUDS e 16 O.C. W/ R-21 FIBERGLASS INS. EXTERIOR EXTERIOR FACING 1/ I 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 HEADS COVERED W/ JOINT COMPOUND. 51/2" THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FIT !BETWEEN WOOD STUDS INTERIOR • AIME 2x6 STUDS e 16" O.C. ��a.w r..Gn..zx.�r..��iia xzzra xz.i er..r ri rrr.-r.-i Aaa.•zu. •za..crzzi -r rzrr.•�i �-r..zzaro 5/81 TYPE "X" GWS APPLIED VERTICALLY AND NAILED TO STUDS UJ/ 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 -LEADS COVERED UJ/ JOINT COMPOUND. DESIGN: INTERTEK LP5/UJA 60-01 MIN. 1/16" CATAGORY LP FLAMEEIB3LOCK W/ 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 1 OUS STUCCO S. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING NO SCALE MIN. 6X6 PT POST 1/16' LP FL4ME5LOCK FIRE - RATED OSB SHEATHING 54' TYPE X' GYP SHT'G SIDING OR TRIM PER PLAN POST DE7AIL FOR S7RUCtURES FROM OPERTY LINE NO SCALE UJ/ IN 36" AF80 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLIp TIGI-IT FITTING TRUSS !BLOCKING FASCIA BOARD 2x SCUDS PER PLAN 1/16' SHEATHING SIDING PER PLAN EAVES 4 WALL WITHIN 51-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12. HOUR R-5 5 I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: ,4. VERTICALLY AT THE CEILING 4 FLOOR LEVELS S. 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. 1 302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES TEALSAAPPOED MARIAL TO REAND SISSTT THOOR EIRE PASGE 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 609'0. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. TIGHTL INE CO o' pin 7 i= 4 FOUNDATION DRAIN: 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 PROVIDE DRIP E W/ A MIN. 2' OVE4 r VEN"� OC 2118' `4 S EAC 0PPROVED ON BAFFLE SURE 1' .MIN. AIR SPACE. C. R90 St 1/4 12 TYPICAL EXTERIOR WALL (2)2x6 TOP 1!? 2x6 STUDS o 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) GRADE ATTI SPACE MANUF TRUSSES 2410.C!--- c 4'0.0c SEE ROOF FRAMING PLAN STAIR NOTES: PER IRC R31I.1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO EE 1-3/4'. • MINIMUM RN TO 13E 10'. • MINIMUM HEAD HEIGHT TO BE 6'-6'. • MNIIMI.M STAIR WIDTH TO 8836'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MNIIMUM 36' HIGH W/ CLEAR SPACE • HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' N CROSS SECTIONAL DIM. • WNDING TREADS PER IRC R111.1.52.1 • SPIRAL STAIRS PROVIDE MN 1 1/2' RN a A POINT 12' FROM I TREAD IS NARROWEST PER IRC R31Lt.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 367<361 MIN. PP LI-, 12 i 4' 8101 -ERE SHALL - NOT PASS THROUGH 4 1 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OP STAIR. HANDGRIP PORTION OP HANDRAILS BHN.L HAVE CIRCULAR CROSS 68C11GN OP 1 ' MIN.4 2' MAX. EDGES SHALL HAVE A 111N. RADIUS OF t'. ALL REQUIRED GU.4RDRAILB TO 88 36' MN. IN HEIGHT OPENINGS FOR REQUIRED GUARDS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOW A 8PIERE 4 NCI•ES (4 2r& t0 PASS TNRDUGFI. NOSINGI MAX EXT RIOR \\‘' 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL ti' GM • CEILING, AND WALLS (3) 2X12 SIMMERS FSE BLOCKING 1 MID -SPAN AND IN STUD WALLS ALANG AND M LIME WITH STRtk3EIS IF AREA UNDER 2X4 TFIIQUBT 8L0 4( Bums IS UNFINISHED INTERIOR JJOIB S PER PLAN DBL JST MTL12 HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS • 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 SY EAVE VENTING. 8-441 INSULATION BEVIROOM 2 FLOOR CONSTRUCTION: 3/4' T 4G PLYWOOD SUS-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR r--- SIZE AND SPACING) DOOR TO UTILITY HALL NOOK 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC 3/4' ( KITCHEN FLOOR C 4G PL GLUE +• 4 NA EE FRAM! GP SIZE ND 5 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. i DESK BEAM LER UDR FLOOR FARM'S PLAN x4 CLG JST e 24' O.C. DOOR TO POWDER ROOM GIRAIALSPAGE UILI7ING SECTION 3/8"=11-0" CLOSET 2x8 LAND'G R-38 INSULATION HIGH DENSITY CRAWLSPACE ACCESS NO SCALE REVIEWED FOR _ _._ E COMPLIANCE APPROVED CO MAY 0 4 2017 City of Tukwila BUILDING DIVISION bii%w 0061 RECEIVED !TY OF TUKWILA MAR 3 0 2017 PERMIT CENTER GRADE z W -44 -3e4 z 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This planwas 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: 3-28-1i 8 WP 0 1 EF. / / 0 0 \/ EF. r L V v 0 O — TO SWITCH ABOVE WP CLG. OUTLET u 0 II r 0 ®O u I J 1 L 0 (40 0 O 0 0 LTJ 1O S.D. WP 41 CLG. OUTLET 1 0 / MAIN FLOOR !LTIAL FLAN va•=p_c• 1 0 0 0 • O®v -14 N / N 1 ER— UPPER FLOOL!TRIAL PLAN JNTERIOR 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 13E CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT 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 RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. n co REVIEWED FOR CODE COMPLIANCE APPROVED MAY 04 2017 City of Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTO5) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V UJ/ BATTERY BACKUP CABLE T.V. JACK PHCNE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. FAN VTOS LTJ Eve0 C v uc RECEIVED - CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER o� t441 z M 2 Egw V eo tO �,z•• <CA xw N 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: 3-28-11 9 LNJR4L SfiiRUGiURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 P$F (RESIDENTIAL) DEAD LOAD 10 PSF 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) 506: 1.0, le : 1.0, R:6.5 Co : 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER MOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 P&P BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS 51-1ALL BE PROPORTIONED TO PRODUCE 'A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OP WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±15% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 116". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS 514O1.LN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO 8E ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 My : 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR I'-6" MINIMUM UNLESS OTHERWISE SHOUR PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11,2" 11/2" (45 AND SMALLER) 2" (i6 AND LARGER) 311 TIME3ER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DM OR BETTER 2x FRAMING HP2 OR BETTER ALL 2x TIMBER SHALL BE KILN MED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL UJ000 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 140T -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.. ALL MINIMUM NAILING 51-IALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST W000 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 (GLIB) TO BE IN ACCORDANCE WITH ANSI/RITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Fb : 2,400 P51) FOR SIMPLE SPANS AND 24F -V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED CN A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN lie" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE A5 NOTED ON THE PLANS AND AS MANUFACTURED 8Y TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900,000 P51) MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO, 086-15-R BEARING LENGTH 51-IALL NOT BE LESS THAN 112 ". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TUJO 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 a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING 51-1ALL 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 a 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH ad COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" OC. AT INTERIOR SUPPORTS. APPLY 112" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8c1 COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" OC. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO SE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL 8E 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 TI -IE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR TI -IE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL 8E IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION PETALS AND REQUIRED CONNECTION MATERIALS. FABRICATOR 514ALL 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 51-IALL 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. NE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT 5140UN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE KITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCI-EOR BOLTS (3) REMARKS (4, 5) I"2" CDX 8d a 6" O.C. 5/8" a 60" 0.C. Qall : 230 PLF ,6> OR 058 I,2" CDX 8d a 4" O.C. 8,8" a 32" O.C. Qall = 350 PLF e> OR 058 1/2" CDX Sd a 3" O.C. 5/8" e16" O.C. Qa I I = 450 PLF 1 OR 058 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 52.0 FOR CONSTRUCTION 1 NOTES 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI -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 18C 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 8Y SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO 8E USED PER PLAN. ENDS OF 514EAR 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 EACI-I PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO 8E 3" x 3" x 14" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM 4153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" OC. STAGGERED. r ,\A7, • A L5TA24 - BEAM TO TOP PLATE-) D5C2 - GIRDER TO TOP PLATE r ?%/,��\.\., AEI &‘‘N • • • • • • • • • • 0 LSTA30 - MDR 4 6ILL 7 -TO 3x ELOCKLNrs. MP. 2 PLACERS) 4x12 \ t/ 4x12 • • • UPPER FLOOR A = 1,600 SQ FT \47 HT520 - GIRDER 0 TOP PLATE LETA30 - IVDR 4 SILL TO 3x pLocKfta. (TYP. 2 PLACES) L&TA30 - HDR 4 SILL. TO 3x BLOCKING.-\ (TYP. 2 PLACES) r J 51,1x11yiLVL- - 4x10 4x10 �\\ HTS20 - EEA1•1_7r- HTS20 - tem J TO TOP PLATE TO TOP PLATE • n t L MAIN FLOOR 4 = 1,225 5Q FT A \ J T A:6365QFT x .14 0 1 STEM WALL —� 2'-0" 8n 4 4 CONTNUOUS FTC REINFORCEMENT 1-0" j, MINIMUM 4 . .a 4 • d 2 MAX. t STEPPED FOOTING DETAIL SCALE, s4' • 11-0" MSTC40 I4OLPO N. ALIGN WITH EMBEDDED STHD TYPE HOLDOW f3FLOILL SHEATHING* 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 4 3lix169GU3 3 x12GLBit efsc LSTA30 - HDR 4 SILL TO 3x ELOCKMG. (TYt? 2 PLACES) NPA 6 4x12 (TYP CF 2) SHEATHNG 4 NAILING PER PLAN. MATCH WALL ABOVE UNA. 16d 0 I6' oc SOLE PLATE NAILING. 3/4" SUB LOOR /". (3) Sd JOIST -TO -TOP PLATE UN.O. MAVNTAIN MIL 11'2' END DISTANCE. 2x6STUD 01 'O:C.USE DBL STUD 0 ENDS OF SMEAR WALLS 4 HOLDALL*. WP -0' MAX. 2x NAILER AND PT SILL w/ ANCHOR BOLT 4 3° x 3' x k4" WASI.ER AT 5'-0° O.C. UNA. (ALT. MASA , 48' O.C.) STHD TYPE HOLDOIUN PER PLAN. V-0" MAX. ti FINISH GRADE tan MIN 44 BAR a Ion OL. - HORIZ 2'-0" 14L13AR o 16' o.C. - VERT. MAXIMI" FINISH GRADE 44 BAR CONTINUOUS MNIta"uM ° (TYP OF 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION SCALE 14 11 • 11-01 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 4 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 3 0 2017 PERMIT CENTER r7 0069 COPYRIGHT 2011, SEGA ENGINEERS Il II 114%'' DCII CN\ W n 7 51 J01313-023 1/2" RATED SHEATHING Sd a 6" O.C. 2x VENTED BLOCKING. END NAIL TO MUSS 6 EACH END w/ (2) 8d. ,40 SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 1-11 FRAMING ANCHOR EACH TRUSS. USE 1-110-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 41-0" MIN. 4 NAIL w/ 16d a 6" OC. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: 1" • 11-0" 1/2" RATED SHEATHING 8da6"OC. (4" O.C. 9 SIM.)—\ GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16c1 6 6" O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. �Il I' ■ irg 435 a 48" OC. (USE 24" O.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR a 48" OC. SECURE w/ 434 EACH END. 2x FRAMING PER PLAN. (HEADER 6 SIM) ROOF FRAMING 6 GABLE END SCALE: 1" • 11-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. Sd a 4" OC. ROOF SHEATHING PER PLAN NOTE: 5EE ARCH FOR FLASHING REQUIREMENTS. TRUSS OR RAFTER' PER PLAN 2x NAILER OR TRUSS w/16de8"OC. ROOF FRAMING SCALE: 1" • 11-0" SHEAR WALL 2x BLOCKING 2x STUD ,z" RATED SHEATHING w/ Sd a 4" OC. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (BEAM AT SIM) / ,,,. NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. Ai 2x STUD (NOT a SIM) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION 52.0 SCALE: I" • 11-0" MSTC HOEDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIM) 16c1 a 16" O.C. SOLE PLATE NAILING. SOLID RIM JOIST 3/4" SUBFLOOR (3) Sd JOIST -TO -TOP PLATE UNA. MAINTAIN MN. 11/2" END DISTANCE. JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6 6" O.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: I" • 11-0" TJI BLOCKING 10d 9 4" 0.C. - STAGGER SIDES. NAIL THROUGH TOP SURFACE (1)0 NOT TOE -NAIL). SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 52.0 Sd 4" 0C. 3/4" SUBFLOOR I -JOIST PER PLAN .9! 2x FRAMING PER PLAN. (BEAM AT 5IM) FRAMING AT INTERIOR SHEAR WALL SCALE: I" • 11-011 EXTERIOR SHEATHING 8d e 4" O.C. 2x BLOCKING w/ 16d ,'I NAIL 68"0.C. /2 RATED SHEATHING 2x STUD PER PLAN 2x BLOCKING 16d a 8" 0.C. SOLE PLATE NAILING " SUBFLOOR MONO TRUSS PER PLAN LUS24 HANGER MSTC HOLDOUJN PER PLAN JOIST PER PLAN IUS HANGER BEAM PER PLAN LOUDER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • 11-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d 6 8" OC. SOLE PLATE NAILING. Sd e 6" OC. UNO " SUBFLOOR JOIST PER PLAN IUS HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: I" • 11-0" NOTE: SEE ARCH FOR FLASHING 4 TRESI-!OLD CONDITION. SHEATHING $ NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 3/8"� x 5" LAG BOLT a 32" O.C. LUS TYPE JOIST HANGER 16d a 8" OC. SOLE PLATE NAILING. 2x RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MK 11/2" END DISTANCE. A kyi r7A w/ IA Mt I JOIST PER PLAN 2x PT LEDGER w/ (2) ROWS 16d 6 8" 0C. 34" SUBFLOOR JOIST PER PLAN 2x STUDS PER PLAN. (BEAM AT SIM.) FRAMING CONNECTION 6 DECK SCALE: 1" • 11-0" Sde6"0C. SUBFLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) Sd TOE -NAIL TO 4x BEAM 4 (2) Sd TO JOISTS. JOIST PER PLAN 4x4 PT POST (4x6 AT SPLICE)� MAB ANGaOR (ALT. A34 ANC14OR 71110 Sims) FIG PER PLAN FINISH GRADE •A 1> +++ o• A" • D •. . A 18" 12" MIN. MIN. FLOOR FRAMING AT CRAWL SPACE SCALE: I" • 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 51-EATI-ZING 4 NAILING PER SCHEDULE. 3x BLOCKING (TYP) SHEAR WALL FORCE TRANSFER DETAI SCALE: 1" • 11-0" REVIEWED R CODE COMPLIANCE APPROVED MAY 0 4 2017 City of Tukwila BUILDING DIVISION 8C4LE: 1"=1' Structural 22939 SE 292nd Place (360)886-1017 SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 43"x3"x1/4 WASHER PER PLAN OR SCHEDULE. USE 5/8"4' e 60" 0C. MIN. fi 6" MIN. FINISH GRADE OR SLAB OH GRADE STHD HOLDOUJN PER PLAN 1'-6" MIN.r 8" y 4 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER 414 BAR - HORIZ. °4 [BAR a 24" 0.C. - vERTICAL "1-8"—'' 04 BAR CONT. 1'-4 / 13 FOUNDATION AT SLAB ON GRADE 52.0) SCALE: 1" • 11-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD e ENDS OF SHEAR WALLS 4 HOLDOU 4S. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a 5.0.G) FINISH GRADE 12" MAX. (5.O.G. a SIM) 1'-6' MIN 2'-6" MAX. 88I" 16d 616" 0.C. SOLE PLATE NAILING. X3/4" SHEATHING ANCHOR BOLT w/ 3"x3"x'/4" WASHER SEE SCHEDULE FOR SIZE 4 SPACING.USE 3/8". AT 60" O.C. UN.O. 2x PT SILL 4 =AR - HORIZ. STHD HOLDOU.1 PER PLAN. -04[BAR 624"OC.-VERT. A 04 BAR CONTINUOUS .4-8"--/ J' 1'-4" FOUNDATION AT CRAWL SPACE SCALE: 1" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. 16d a 16" 0C. SOLE PLATE NAILING. 2x NAILER OVER 2x PT SILL w/ ANCHOR BOLT 4 3"x3"x1/4" WASHER SEE SCI-IEDULE FOR BOLT SIZE AND SPACING. USE 54)". AT 60" OC. UN.O. 34" SHEATHING 11-6' MIN STI -1D HOLDOWN 4'-0" MAX. PER PLAN JOIST PER PLAN JB JOIST HANGER '4 BAR - HORIZONTAL °4IL BAR a 24" OC. - VERTICAL 1 8" 1'-4" •4 BAR CONT. FOUNDATION AT CRAWL SPACE SCALE: 1" • 11-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING 511.ID. 16" MINIMUM NAIL SI-EATHNG TO HDR w/ Sd a 3" 0.C. EACH WAY. 10'-0" MAXIMUM FASTEN TOP PLATE TO HEADER mow/ (2) ROWS I6d AT 3" 0.C. TOP OF STEM WALL ELEV. VARIES STHD14 I-IOLDOWN UNO , , • , • „ „ „ , , , „ (2) 2x STUDS (TYP) 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP 1). NAIL w/ (2) ROWS 8d •3"OC.AT PANEL EDGES. (2) 2x PLATE. (NAIECEIVED SHT'G TO EAPPCAtri TUKWILA MAR 3 0 2017 PERMIT CENTER 2x PT SILL (2) 54". ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 1/4" GALVANIZED E WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM UJALL w/ °4 BAR NORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: NONE COPYRIGHT 2011, SEGA ENGINEERS JOB 13-023...1