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Home My WebLink AboutPermit D18-0055 - CODIGA - LOT B - NEW SINGLE FAMILY RESIDENCECODIGA -LOT B 1255751sTPLS D18-0055 Parcel No: Address: Project Name: 0 City of Tukwila 4 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.Rov 0179002425 12557 51ST PL S CODIGA - LOT B COMBOSFR PERMIT Permit Number: D18-0055 Issue Date: 5/10/2018 Permit Expires On: 11/6/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: CODIGA JAMES A 12529 50TH AVE S , SEATTLE, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: NEW SFR - 2802 SF LIVING SPACE, 577 SF GARAGE, 146 SF PORCH PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. Project Valuation: $402,968.58 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $50,241.17 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA 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: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: 1 Volumes: Cut: 120 Fill: 10 Number: 1 1 1 Yes Permit Center Authorized Signature: nlfhVAYM Date:\i� 1 hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development perm),nd agree to the conditions attached to this permit. Signature: Print Name: 5 Date: 5-/i0/7e, 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: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 0 0 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 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 gauge. 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: 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. 47: 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. 48: 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. 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 50: 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. 51: 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. 52: 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 55: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 56: The Land Altering Permit Fee is based upon an estimated 120 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. 57: 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. 58: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 59: The 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. 60: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 61: 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. 62: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 63: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 64: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 65: 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. 66: 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. 67: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 68: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay under PW permit CXX-OXX. Fee based on 69: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. t gue.r' 70: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 71: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 72: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. 73: Conveyance of Public Improvements (water meter box & water service line) shall be signed by the Owner/Applicant as part of the Turnover process; prior to Public Works final. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 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 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 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 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0 0 5100 STREET USE 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKTL` 4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit NoIN q . i} , C( Project No.: Date Application Accepted: </ei Date Application Expires: t f (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: PROPERTY OWNER Name: Company Name: / _ 6,5.7-C Name: Address: 2_ f1> ` 2- i4 4' City: Address: Phone: Fax: City: State: Zip: CONTACT PERSON- person receiving all project communication Name: Company Name: / _ 6,5.7-C Address: Address: 2_ f1> ` 2- i4 4' City: State: Zip: Phone: Fax: Email: Cay//y0/14/7"/414-1/,‘ Gtr-,-, GENERAL CONTRACTOR INFORMATION Company Name: 56_ A_ Company Name: / _ 6,5.7-C Company Name: Address: 2_ f1> ` 2- i4 4' Phone: 36a 896 lel Fax: •7 rl7l City:, 0(6 t k „q ( State: pv.9,, Zip: 2� Phone: 22.4_4(2,3_s -e,6 -pc: Address: Conteeg :VLc i_0 Exp Date: j/ /jg Tukwila Business License No.: �9 y6. iyit State: King Co Assessor's Tax No.: 3tctOO I`t ! 6(14 009-1-0 ARCHITECT OF RECORD Company Name: 56_ A_ Engineer Name: Company Name: City: /dG �L, State: i!4_ Zip: I Zi Phone: 36a 896 lel Fax: •7 rl7l Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 56_ A_ Engineer Name: Address: -2,2_,93 S'X G - Psa P / City: /dG �L, State: i!4_ Zip: I Zi Phone: 36a 896 lel Fax: •7 rl7l Email: - c 0 ,e,1 e,./54 a era cor�-,4_46 . Net LENDER/BOND ISSUED (required for, projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION 25 0 06th Valuation of project (contractor's bid price): $ 1 Scope of work (please provide detailed information): /� 4 DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l st floor /7 q1( 2nd floor `c Garage [;i carport ii .5-7-7" Deck — covered ■ uncovered g /4 / Total square footage 3 6-2-5- 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 $ 11 0 fuel type: ❑ electric ptgas furnace <100k btu / appliance vent ventilation fan connected to single duct thermostat � wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: e 706) Value of plumbing/gas piping work $ bathtub (or bath/shower combo) bidet I dishwasher floor drain clavatory (bathroom sink) ) sink f water heater (gas) lawn sprinkler system H:\ Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh v clothes washer shower water closet gas piping outlets Page 2 of 4 f j PUBLIC WORKS PERMIT INFORMA`FION -- Scope Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. TER DISTRICT ...Tukwila 0... Water District #125 ...Letter of water availability provided SEWER DISTRICT ...Tukwila ...Sewer use certificate 0 .. Highline 0...Valley View 0 .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report 0... Hold Harmless — (SAO) ❑ .. Maintenance Agreement(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 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards 0 ...Permanent Water Meter Size ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Trench Excavation ❑ .. Curb Cut 0 .. Utility Undergrounding ❑ .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation " WO# " WO# Domestic Water ❑...Water Main Extension Public 0 - or - Private 0 , FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line 0 ...water MONTHLY SERV) E BILLING TO: Name: Mailing Address: 0 ...sewer number of public fire hydrant(s) 0 ...sewage treatment 2V ' S6" Day Te ephone: City WATER METER REFUND/BILLING: Name: Mailing Address: City State 2�6-1f7-,15 — State Zip Day Telephone: Zip H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11 .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 I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER AU ORIZ D AGENT: Signature: Date: -2-0‘42--3--5-613 Print Name: , t e,,) CO'?'`'es L` Day Telephone: Mailing Address: �? C9% j —Ve. '1/1/ kdeir41Gi 44 ? d42-3 H:Wpplications\Porms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME C d b i G A (Lb1 ) PERMIT # 'I 8— 605.5 / Z ss�' s154- Pc_ s ) 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 3o o Water/Sewer/Surface Water ?So�7 So�Z,Soo Road/Parking/Access 2 d o A. Total Improvements .;‘)c) 3. Calculate improvement -based fees: fl B. 2.5% of first $100,000 of A. /5''7 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 I2© cubic yards Enter total fill volume /0 cubic yards $250 (1) $ / S7 = (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 ./ 101 — 1,000 V $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 00 $ 3-7 TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 50 (1+4+5) $ `-14- (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 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) 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 p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (6) (7) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $ G i (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al i25 Total A through E $ I 1 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D Allentown/Foster Pt Water (Ord 2177) $ I t o 05- E Allentown/Foster Pt Sewer (Ord 2177) $ 2.o,2 -j g-ar, 0= F. Special Connection (TMC Title 14) $ G. Duwamish ' $ H. Transportation Mitigation $ /.0 �- I. Other Fees $ / (, ob 5- Cr4S‘,4 W wz $4 ct. A.NCS Total A/through I $ 3g 43461)— (10) 53 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ '39 92- -- ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 ✓ $6005 $6630 1 ✓ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 owir 1/.5 s Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $142,056.19 D18-0054 Address: 12553 51ST PL S Apn: 0179002410 $47,369.86 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 $4,173.34 PERMIT FEE R000.322.100.00.00 0.00 $4,168.84 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 $1,420.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $241.09 TECHNOLOGY FEE R000.322.900.04.00 0.00 $241.09 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D18-0055 Address:. 12557 51ST PLS Apn: 0179002425 $47,315.24 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 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 1 of 3 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $142,056.19 D18-0055 Address: 12557 51ST PL S Apn: 0179002425 $47,315.24 1 INCH $7,130.00 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 $4,121.32 PERMIT FEE R000.322.100.00.00 0.00 $4,116.82 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 $1,420.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $238.49 TECHNOLOGY FEE R000.322.900.04.00 0.00 $238.49 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D18-0071 Address: 12567 51ST PL S Apn 0179002464 $47,371.09 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 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 2 of 3 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK< $142,056.19 D18-0071 Address: 12567 51ST PL S Apn: 0179002464 $47,371.09 1 INCH $7,130.00 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 $4,497.01 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 PERMIT FEE R000.322.100.00.00 0.00 $4,177.51 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 I 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 $1,105.38 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $233.65 TECHNOLOGY FEE R000.322.900.04.00 0.00 $233.65 WATER' SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 TOTAL FEES PAID BY RECEIPT: R14465 $142,056.1 9 Date Paid: Thursday, May 10, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25517 Printed: Thursday, May 10, 2018 11:52 AM 3 of 3 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK$23,962.64 ACCOUNT ( QUANTITY PAID D18-0026 Address: Apn: 0040000398 $8,067.91 DEVELOPMENT $3,965.26 PERMIT FEE R000.322.100.00.00 0.00 $3,960.76 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 $1,212.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $87.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $87.50 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 TECHNOLOGY FEE $101.27 TECHNOLOGY FEE R000.322.900.04.00 0.00 $101.27 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 DEVELOPMENT $2,578.06 PERMIT FEE R000.322.100.00.00 0.00 $2,573.56 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 $1,558.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $118.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $118.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 1 of 2 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $23,962.64 D18-0034 Address: 1361953 AVE S Apn: $7,083.12 TECHNOLOGY FEE $157.84 TECHNOLOGY FEE R000.322.900.04.00 0.00 $157.84 D18-0054 Address: 12553 51ST PL S Apn: 0179002410 $2,959.75 DEVELOPMENT $2,709.75 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,709.75 PUBLIC WORKS $250.00 BASE APPLICATION FEE 1 R000.322.100.00.00 0.00 $250.00 D18-0055 Address: 12557 51ST PL S Apn: 0179002425 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0056 Address: 12567 51ST PL S Apn: 0179002435 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13947 R000.322.100.00.00 0.00 $250.00 $23,962.64 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 2 of 2 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Nr ¢3- cosr Project: WO At A Type of Inspection: t41 -t AA-- Address: /2557 i/ 04- 6 Date Called: Special Instructions: eg Date Wanted: %//7o`7dB a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. /COMMENTS: &MA,J€ 19.1J/44. ,' -1 • `tel Inspect Date: /1 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 bIS-0655 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 Pect: p rocoligA - Lo B e of I s ection: t.t,ii i / i 14. $t�• Iai t•IsF in mi-- di-- tp - .0 Address: cJ IZ. 5`7 sfPL. s Date Called: —77.7-1-17 Special Instructions: Date Wanted: p 1/- /'7l -2o1 O � p.m. Requester: Phone No: Y6 el44 f � jt - S .. 1.9 ,) Gv✓2 Ef r/it. Approved per applicable codes. rrections required prior to approval. COMMENTS: r $t�• Iai t•IsF in mi-- di-- tp - .0 l� Ax VPS bil-Yvr w 1r i 2. /, t /fr' '4 /(�C/` OK/ ?Z eI(s2F%- /-&)t tv' W9K; - ii-/— Y6 el44 f � jt - S .. 1.9 ,) Gv✓2 Ef r/it. ,, 6 " --WI e3P.- 4k Date: //'R— zp 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 D16-0055 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prol ct: od;9,�- Lo+ B Ty a of Inspection: I -w J� F�AML CV Address: sr 12..55 7 51— PL. S. Date Called: GJ Special Instructions: Date Wanted. /- id - Z©! a.m. p.m. Requester: ?kpu Phone No: *61,14 pifie_ FiAr --- ' 4 i f ElApproved per applicable codes.Corrections required prior to approval. COMMENTS: z * t1 L- L t•,,o 1 [INA'i. J - IA -6,Z /, /11 -grit.,, -de,- PaJorle luc,d2), ie yevwt h i sc- i Pkat- d r,k.,J.is'xdrJ % 'J&) c,"— 15,r 8 ?kpu *61,14 pifie_ FiAr --- ' 4 i f -fLf -1-16t e .Nst.t.ce,,41-o&) P40 It 4 k/Afor Iw'i-v'--I Al O' 4I /L. Date/J ,4f— 210 r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Dt6 -0056' Pro ect: . C.04;9t4� "1-,e of Ins ection: t' bt7e. C7/i" Ze, /Az/I Address: c,/ .Sr' c C� / 25 ! Jfhr S. Date Cal Special Instructions: Ln4 11 , Date Wanted:' / / - J'7 -. 20 1 g a.m t p.m. Requester: Phone No: U Approved per applicable codes. COMMENTS: Corrections required prior to approval. R(O/(e 1 i AI LJSLt(G+ikoA) — Merl, E...F F Er�u�pf -- Me-di fit.) AL 4f-- D� 11 7i ,rs- P ' / r� per` f- q� -� �k anvc t-ciAeAJ Li,JrH Date// /q zx 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 DOOS5 Pr t — L -o f V Slab Type ofI s�. Address: ( /2557 5/ rLs S. Date C led: Special Instructions: t Date Wanted: Al- 13 - z�L m. p.m. Requester: L Phone No: ElApproved per applicable codes. COfItENTS: �— C Corrections required prior to approval. /11v l4urs5 Inspector: Ma'2,0 Oate: /-(7-zeet 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 DI 2-a355 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proje cColi' it 3 Type of section: I -014-i. Address:Date j 557 S -/—PL -.S 5/II Called: 1(e Il k Special Instructions: Date Wanted: 1II1IICe . . Reque er: e SfutcKte Phone No: y-7cf4/7/ Approved per applicable codes. Corrections required prior to approval. w) COMMENTS: ow et, At �,aD 04. 4.0 14Gvjto ot Insctorl�r�� Date: IYI,I,0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Sid s 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: Co -)t5 Type of Ins ctio '-7-?ce5- Address:Date 1a3Js-7 615-fP/s Called: Special Instructions: Date Wanted:/ /1 / 7 (M> (3' p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: off- k� -t„r-4(0 tit Ao w 44 ii' \'- �,�. . Insp tor: Date: 1II1� 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 X18-0055 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: ccax — kft b Type of Inspection: (A)tmP Address: J5,5----7 / el 5 Date Called: Special Instructions: V Date Wanted: v CD Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ins ttor: Date: f b 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 9 -00,53 - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr gle - L� .13 t Type of Insp tion: l/' L u � /) v"'Ao fU d Address: (5 a . s . Date Ca 1 : Special Instructions: Date Wanted: g 27-ZC g' 4 a.m. p.m. Requester: Phone No: 56Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: e/1LL e°77-7 Inspector: Date:gw2 7-Zc/ p 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 Del -0055— Project: Sv/Grf 67" 13 Type of Inspection: A mu_ MNs°Lii- -© N Address:Date /2557 5/3r P , c,., Called: Special Instructions: Date Wanted: 8 -2/-/f5 am. p.m. Requester: Phone No: fc4Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: - k _ i1sv1.4-770AI Inspector: Date: 6-2016 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 Dr $-ooss Project: Cele=fi Type of Inspection: KRi41 1/AIG /, ,67 /ie A G=L,6 DdcS .,v0-7.- ,£)C Address: /255`7 5-47- L, 6, Date Called: .sir 5/,0 It ) Special Instructions: SOT $ Date Wanted: �a m' Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Air -40 RFS illy maC1 1_ EJQ4 /, ,67 /ie A G=L,6 DdcS .,v0-7.- ,£)C FRavIA FRor l ofP DWELL/A1 / 64 wfiLL D/ Fc< e" We?U .sir 5/,0 It ) 6 K-- rKA-144 N G- erg iv? ?A6 40 dK- G ZjN6- Inspector: Date: Tc --17-123 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 Pit- 005S Project:/7T erci 6 e of Inspection: Address: ass -7 5 tr P ce-co., Date C le : 4 Rom r-fo C9145 t Special Instructions: Lbs -5 Date Wanted: tilt g- 2- 2,01e p.m. Requester: Phone No: pKIApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ' Agilleizzr- wrReliffntAveitewevicals Inspector: L 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 ot-ooss Project:��f,--w � � exo6 t 'w Type of Inspection: SD Address: IISG1 sls.V PI . S. Date Called: Special Instructions: Date Wanted: -7Itlb p.m. I t Requester: Phone No: EApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: igk- it) kok-u‘ telvaus ANA.c11- lnspe 610-1•4 �r� Date I ! I, c I 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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: / /t 14 Type of InspettYi�o(n: Address(.�,�J�( /1657c(sT �, Date Call (J --, Special Ins ructions: /,.../0". 00.0'. (.3 Date Wanted: f d'�/ a.m p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. 0 d -- TA) (*.d2 ic �`- X35 6/L - Date: 7..e: ,�' er, 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 c r8-55 Project: /lidTyp �lnspe ti r/ C1'�' yWaldet Address: ZS -5 7 5 1'4 c: Date Calle ,. special Instructions: Loi- IS Date Wanted: // 7-6 T - ?-J a.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: lnspector:u SIJ CSG -- Date: 7_4 _z K 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 b1.3-Dt5S Project: ctrG _ L 43 �cqe of Inspec 'on: ,, 1 Ivy t (30-F. rc11,244,‘ , ____ �_74p Address. c 4� /2557 5/ t7r �^ I s�� 7 aLC-- 0L/112cvi nT _?4, Special Instructions: Lo -[ B Date Wanted: a.m. p.m. Requester: trir Phone No: I x I Approved per applicable codes. Corrections required prior to approval. COMMENTS: (30-F. rc11,244,‘ , ____ �_74p k_,,,--d(osr. / /2c,n7i►'1 12__)__DO h tvsI( gne ie -t« cr, ce>4-:c_ical t A ct v r in .}-5) ,,sr trir o c4 (.. ost ( if -74-o if-74-oYJe.t.c (s r oc Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D18 -00S5 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 PUooject: 0V j �Ype�S�of ction: Date Called: Cp\1t-1\1‘a Address. 10 d Special Instructions: Date Wanted. L0114 \ kg a.m. p.m. Requester:rP` `4 •_ , n Phone No: EllApproved per applicable codes. EJ Corrections required prior to approval. COMMENTS: vc >1 La E QA-- G W1` I< 1 ,(k tiQ 4.(J Ct.M O`i (n t 4(1 kJ io-AAA k Lok r Fa et v' `' Date: (0(1(11 18 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DI8-dDSS PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Probe ,, T B Type f Inspection: l� �nck Fr Address:' Address: 17 s7 (5/1 PL, Date Called: Special Inst uctions: Date Wanted: 6,-12--Z0« 1 / Requester: ll—`�J Jt - Phone No: Approved per applicable codes. L�J Corrections required prior to approval. MMTS: Al 'Al !f► yov-1) inspecto . 7 Date: --/0-26/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D18-0055 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;, ti. ( Type of Inspection: Address:Date /; 5.- M S P� Called: a/o Yliir Special Instructions: Date Wanted: 0 4, /050P.m. a.m. Reques �� ✓e uc(C Phone No: las Y1Er— Lc, 1-7/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Viz A Lyn it-g.ak, Insp t°r60811,4, Date: (44191, I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI g -mss Pro ect e4081+ Ty a of Inspectio • Address /2557 5/ a._.,. Called: c1 Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: revo-h Drfri- `16)" Inspector: Date:/ f0-5 —/ ?S 1 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 oos5 Project;, QQ1,0&� � Type of Inspection:CaL,, Address: i/ /5-7 55r/_S Date Called: 0‘,76/74 Special Instructions: Date Wanted: ee /US/ �/ l d Vi Requester ii serve Phone No: yap— 4i 7s/.._ 6/7/ ,Approved per applicable codes. Corrections required prior to approval. COMMENTS: rk Jam , rkt,t lnspe tor: n itc/i-yvtinLt Date: fo151ig REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSP CTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prgl , (• Type J pectio�C'tN � 1./ Address: I $TD� sat /2 Jr 7 5r i CJS ♦ Calle i- SpecialInstructions: Date Wanted: Q� 5 -30-AOj ' a.m. p.m. Le.7+ Reque�t : C 3 / y!p` Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. E I L c' Jo 35-cw-1-0'1A-1-166,1- (or 5(4,/ 66,,AAA(5 (64 on \A A L.LS %tr Date: .530 , REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 6 b l CON 1/0- Type of Inspection: -kw c Inspection: Address:sr Suite #: /2-) Monitor: / PL C. Contact Person: / Special Instructions: Phone No.: YApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: # li C_ --‘77+' I/ —! 2 HL• 1 C Jo rA_4_ _:- 2 `9A-! au/i / = /.??4,-/ 4,- Z 3D c . i-4'5 c2 � — Pt\C Needs Shift Inspection: I d Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector '3 Date: //AV/ 8 Hrs.: $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 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 (044 (iv 1 -jot 3 Type of Inspection: -727:5 C> Address: (1 l a 551 5/ PI 5 Date Called: ©/b5//s- Special Instructions: ' Date Wanted:,(.m O'/(, //. 1 p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: tempin44 ../ ,,,AAAJUNAAPA Apd.,149e t. —4,11 �►,c o v 4 -qAt` Gang e,A Insp tor: t &� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'INSPECTION NUMBER t INSPECTION RECORD Retain a copy with permit y�u /5rIt 1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: c0di� 0 &../___4:12, Fire Alarm: Type of Inspection: Address:, -� 1 Z Suite #: � �j' /Sr ipC. 5. Contact Person: Special Instruction`s: --- d1, J i— r /is, -,5i , o° 7 /fes` cS Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: --- d1, J i— r /is, -,5i , o° 7 /fes` cS l / 1 O K Caec Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: S 7 Date: 1 , yij j Hrs.: 2. 0 t $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 BACKFLOW PREVENTION ASSEMBLY TEST REPORT Water Purveyor: FILE # SCHEDULE CODE AUTHORIZED TESTER FACILITY NAME 'New home, built by: Cary Lang Construction Inc Commercial ❑ Residential® SERVICE ADDRESS 12557 51st Place South my, Tukwila Z1p 98178 CONTACT NAME Jen Lang PHONE (2535740-3332 FAX ASSEMBLY LOCATION Garage - back wall HAZARD TYPE Fire Suppression System -Low DCVA RPBA ❑ PVBA ❑ AC ❑ OTHER NEW INSTALL gJ EXISTING ❑ REPLACEMENT❑OLD SER. h PROPER INSTALLATION? YES i\O❑ MAKE OF ASSEMBLYAmeS MODEL 20008 SERIAL NO. 39771 SIZE 1 1/2" n INITIAL TEST PASSED DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT I'SID AIR INLET OPENED AT PSID LEAKED ❑ 1 . PSID LEAKED U j 1 , PSID #1 CHECK PSID DID NOT OPEN 1 AIR GAP OK? FAILED 1 NEW PARTS REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART '. ❑ CLEAN REPI.ACE PARI ❑ ❑ CHECK VALVE HELD AT PSID El ❑ 0 ❑ 0 0 ❑ LEAKED ❑ CLEANED ❑ REPAIRED ❑ ❑ 1:] 110 TEST AFTER REPAIRS PASSED 0 FAILED ❑ LEAKED ❑ PSID OPENED AT PSID AIR INLET PSID LEAKED I PSID #1 CHECK PSID ' CHK VALVE PSID AIR GAP !INSPECTION: Supple Pipe Diameter Separation tt tt Puss❑ Fail❑ 2 REMARKS: � 1-t- SI)V — 1+2 O-- AS 4`t� if%..4i-c/a, LINE PRESSURE H3 PSI as to Sttuctt of -0"I ,n 1\) o .'5Sue. , CONFINED SPACE? TESTER SIGNATURE: C) CERT. NO. B6620 DATE 10/26/18 TESTER NAME PRINTED: Matt Bucknam REPAIRED BY: TESTER PHONE # ( 253) 987-9777 FINAL TEST BY: CERT. NO. CALIBRATION DATE 7/17/18 MAKE/MODEL Mid -West 845 DATE DATE GAUGE # 07170759 1 certify that this rtport is accurate, and I have used li'rt C 2Jh-290-490 approved test methods and test equipment. X18-0055 ccif Caof�5c`, L0 -k- P 12s�� sfeLs 1i w`(C( u04 9,(Q S ( ote_ Se_toe-r- A s - lou.; (t- (.=4. ( Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0054 / D18-0055 / D18-0056 / D18-0071 / D18-0080 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12553 to 12570 — 51th PL South. Abbreviated Work Description: Work within the City Right -of -Way; including street paving, driveway access, traffic control, water service, 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 l° day of 'AJ , 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that W1 is the person who appeared before me, and said person acknowledged that he signed this instrumento or st ted t at he was authorized to execute the instrument and acknowledged it as the of Cary Lang Construction, Inc., a corporation, to e the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated `b I(4. the State of Washington residing at My appointment expires 1-y �al LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 II DATED this GRANTEE: By: Print Name: Its: /54, day of Ina , 2018 CITY of TUKWILA Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: a 6..(j.„6, NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Si1 4 1(8 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb•e n/a n/a Ceilingk 491 0.026 Wood Frame Wall"" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall"' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date RECEIVED CITY OF TUKWILA giaii 0 7 2018 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ 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. O 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. LI 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credits la Efficient Building Envelope la 0.5 1b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 ld 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 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions OQ E O APPR'CVEO O MAY 01 2018 p 1.0 ❑ City of Tukwila ILDIE�G DIVISION 0.5 1.5 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. h Reserved. ' The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information L2-2802 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor 0.20 Ref. U -factor Powder Room 2 0.28 Dining Room 48.0 0.28 Great Room 11.48 0.28 Nook 1 0.28 Nook 6 0.28 Nook 6 0.28 Kitchen 10 0.28 Study 30.0 0.28 Playroom 1 0.28 Playroom 5 0.28 Bedroom 4 3 0.28 Stair 6 0.28 Bedroom 2 0.00 0.28 Master Bedroom 1 0.28 Master Bath 4 0.28 Bedrroom 3 2 0.28 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Width Height Qt. Feet Inch Feet inch 1 3 6 8 Width Height Qt. Feet inch Feet Inch 1 2 0.0 5 48.0 1 6 11.48 6 1.68 1 8 13.5 6 25.0 1 6 6.30 6 10 1 6 30.0 1 20.0 1 5 8.96 5 5.60 1 3 0.0 4 6 1 5 0.00 5 0.00 1 5 0.0 4 6 1 2 0.00 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 2.80 36.0 10.08 48.0 13.44 41.0 11.48 6.0 1.68 25.0 7.00 13.5 3.78 25.0 7.00 22.5 6.30 8.0 2.24 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 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 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 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 0.00 377.0 105.56 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 0.00 397.0 109.56 ' 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 Toads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2 -2802.!,;`>s;1 Contact Information Heating System Tvpe: o All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Auburn.... Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this project. • Above Grade Walls (see Figure 1) Instructions R-21 Intermediate Floors Instructions R-38 Below Grade Walls (see Figure 1) Instructions No Below Grade Walls in this project. Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions 111 No Slab on Grade in this project Location of Ducts Instructions 1. Unconditioned Space Figure 1. Above Grade Design Temperature Difference (OT) AT = Indoor (70 degrees) - Outdoor Design Temp 12;802 Conditioned Volume sa38.5 23,817 U -Factor X Area = UA 0.30 ;`415)P 124.50 U -Factor X Area = UA 0.50 U -Factor X Area = UA 0.026 k 1 67i 43.45 U -Factor X Area UA U -Factor X Area UA 0.056 Z21.47,1it 138.38 U -Factor X Area UA 0.025 .WarITIP 41.78 U -Factor X Area UA F -Factor X Length UA F -Factor X Length UA 45 Duct Leakage Coefficient 1.10 Sum of UA 348.10 Envelope Heat Load 15,664 Btu / Hour Sum of UAX AT Air Leakage Heat Load 11,575 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 27,239 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,963 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,949 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 1 t,.• STRUCTURAL CALqULr. ►TIONS , 1; FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-3 February 14, 2018 Job No.: 11-076 Location: Parcel B, 51st Place South Tukwila, Washington Copyright 2018, SEGA Engineers REVIDNi.=D FOR CODE- COL11I'LIAIJCE ANF -ROVED Mg 012018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 07 2038 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 t i . STATEMENT OF WORK SEGA Engineers was asked to provide a lateral Toads 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 L2-2802 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (Vit) 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 Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project L2-2802 Job No. 11-076 By: GAT Checked Date: • 10/21/11 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2011, SEGA Engineers Roofing (Comp) 1/2' OSB 2x @ 24" Insulation 5/8' GWB Misc. Snow, Pf Reduction, Cs 6/12 pitch = 27 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 '/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 60 -49- psf 68,6 -48,6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers PROJECT Lz ZGL / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. J� —°74, FIGURED BY G.74,1— CHECKED BYDATE// /, HEET2 OF L e Mksi 1)t i r i w» C sv\ 4&PA = 13 f3 M = (11 Z,,� g')= _ q, ,Pr S 92- 0-zr n- elev /J C 41z -3 JlzaIz (ta ° i 4_ 39q'I� LvL S +i iy 1 eit-3 ` Z 7 1 k 10 3 kI,uz Ot. fed" 6aryir W= (z)(6°PI) -I- 100 = 5-0074 (P`- p= 44 3[111- k) = soe-r. )) VIP?' ((#)(2A) -0,, 10-sV«)t 4 ' = o, l I` 1. „G - jam e_ L6+✓ lar /34-7-)b (z,)(SOps,) -/ o ? . C 1( 4 pJt) I, 4-41wv. r _(; t 4spir) (4j: ' P Q� WZ ` Cit\{-coPio) HooPLr-; _ Z t =�3, rr: C 1L/) -s(_ ') (hsvir/ C3z)= 1 cox 6 ifs cpt Lox Copyright 2013, SEGA Engineers 3/z � tQ -31hh+r/l t/4' Lin- F— P 3 9 (0144 -li t- �'l t 1'/t L ✓L SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BYDATE`�% SHEET OF JOB NO. t7M-ZBoZ 11-07 FIGURED BY .41~ I Z�h'VI f t'i iit r )) oz- FGGi g- iL ?3,v C— KITC-NFtl•-)• //l%0OIC (A -'t = � l ip+a )1 s -o 7) (.075?,- r ipn 6.5 S14) `1.9F1) ! ( '7``1') -i.-1" ( /�� Z_f V = s1.cw-- �-- a, 4s( i0. -g)( i f 23, t_ (4)(4:,?-)C7'.s. e wZ 1' T Sr 2 IK oK /) z. 3 3 x 0 ),e-, tiZ wl.. J//////6✓ \\� �` G 3'`- (.0,/k f (7-z,)* w z - L--ocso PJ) t -A00 -r -r -(z )(4°r') r - H = (711 ) (co,mx)-(q,i-) CO3(,,4w)( : 3/NIfr 1' %-OS-SG1,2 --0,4s( I111)1)(11`) L t V•4; ( &r1'101')t 7� v 93 x/ n k0z ,� 5' 2 AV rt. 1.) orv� E . 'S Ff04 ) L k,'i + i o a'''T S -1‘17- 9' ,l /HI .4 r D, CDl3 11er9e) ` s -a.,/ 0 ),„„L iLN Copyright 2011, SEGA Engineers 3I z- -7•r SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT Zto Z, JOB NO. I 1 O)( FIGURED BY ci-eir CHECKED BY 0f/ DATE /4 SHEET 4 OF f C 40 in ✓, o,` -z -c )113,S')Zie - -tASki )30, fvi. j lJ __ P- Clot5otoo,- (s-- y 4-1L( gl-qC o, 4� i i v/PT) (iii)Z , b e )= r )4-7_n)d,v NP= 411 e" ( 8.`\( 71)4 7-9S ></ h,�z /Lb 4,rL 6,1,4 o f%,v 494 YLO �iN' Copyright 2013, SEGA Engineers r 4' y /z 1, i C th SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDs W R where, F = 1.1 Two -Story Building SDS = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof = Wfloor Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft) (58ft) (14psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 W total = 71 kips WIND Design Wind Pressure, ps = ) Kit Ps3o Eq. 28.6-1, Sect. 28.6.3 where, T = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 p3o = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po - is = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pts = ( 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) P35 = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vf/b= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (1 ft) (18.6 psf) =13.8 x 0.6 = 8.3 kips Vsis= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54 ft) (5ft) (17.7 psf) + (20 ft) (5ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) W Front= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ffloor = (38.6) (8.6k) = 4.7 kip (71.4) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 '(360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE/ 191?/1( SHEET 7OF LZM-zevz JOB NO. 11 - v 7 (2 FIGURED BY ,4-r SWC \Aw �1isi( i s� \d4 - g /` I�1t�� 7.V-4-1' 9, = 2,00011/3_7.5,-- 531 1t je, Z" r `Z /.= 442'" 4 o°44, Pr •a 5H 2'J -J z I2(0F/- [A = z t 4- a0'6. • 7(o•j' 4-7.4-,s' _ ?Fr t- Z31 jt9 it) So#4, = JO Sill - M -J-. 3r7S't '% t� r 1113 5doma s : Copyright 2011, SEGA Engineers 4 \ 5 E,'"-‘0"PN x 4A-- 3, s' .3s tni aa 4 ot7 SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE //24/ii SHEET OF JOB NO. LaM- 7.eo7 1(-0'i(0 FIGURED BY (.3 � 1W siG•rl (02 ' r - S)4 _\1z -5170411-144)-(51)-(1- 41)- 3)042,7/441z 11Vtic Ur = 5.10&1 (k) (Id )(14,44'x) I zai k 1-721 r S, I ZZgA t ` 4z -rt4t B.Y 6 4' G' 1,66 /Lire* Slag 1.64-t.- 4- (E��v.'A) L -IJ s. VC" ( 3 )00, Pl+ (5v(s'�Uo, c)l'''), (5' )V°t n] = 3,777.(40 Goisre 3,Z7(40/41 1 So 4J�L r Sti Z 1 4 1- (FL's K v, '') R j - ( ,')) Cly, ►'►") (4)U -C (io-1P'5)- (SA /cot )l' 3/ 017 # � 7 Copyright 2011, SEGA Engineers X SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. L7 -7 OZ FIGURED BY /4.7- (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S>"dMit \44tL TS/ 6") C-0,/7 ) o'Z j11 -5, 27 up if DATE-rP I ��Z`�'/1 SHEET/ OF (42.13-_-0 J �J o') (10,41417- 6,3_9041 Sr,1 114L,L (c Ft' (L� bd) (I(9, eiC. 1,1-1//S1 - 3/- r)40 42 3 Copyright 2011, SEGA Engineers y=i3�ptit 7s' 7 -Lt gzII s 7Z1� /l/r( /` 4 • SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 888-1016 11-016 FIGURED BY GAT CHECKED BY DATE 01/08/14 SHEET 10OF 10 SHEAR WALL KEY PLAN • SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2" OSB or 8d @ 6" o.c. 5/8" © 60" o.c. Qall = 230 plf CDX I1/2" OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. Qall = 350 plf CDX CD 1/2" OSB or 8d @ 3" O.C. 5/8" @ 16" o.c. Qall = 450 plf CDX Use minimum 3x studs at abutting panel edges and stagger nails. I> See Detail 12/S2.0 for Construction Notes: 1) All walls designated " l>" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable Toads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. MiTek' Re:J1801051 L2-2802-2 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4329876 thru K4329891 My license renewal date for the state of Washington is September 28, 2 L March 2,2018 2018. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision REV t =D FOR CO✓E CC:0,o= LIANCE AP ROVED MAY 01 2818 City of Tukwila BUILDING DIVISION Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. RECEIVED CITY OF TUKWILA i' iit 87 2018 PERMIT CENTER Dick0095 Job Truss Truss Type Qty Ply L2-2802-2 K4329876 J1801051 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 0 0 1 7-13' 4x6 Arlington,WA 98223 6-6, 11-0-0 14-0-0 20-1-15 6-6-0 4-6-0 3-0-0 6-1-15 3x8 8 4.55 12 260 6-4-1 5x8 = 18 19 20 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:40 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-VIzWLwyupP5M68k7ZgzR9zgg7ORJI32n9h_zVZzeyGz 32-10-1 39-0-0 4400 47-6-0 53-0-0 514-7-13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 7-13 21 22 Scale = 1:94.6 75 74 73 72 71 70 69 68 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 4342 8x8 = 67 4x8 = 8x8 = 8x8 = 2.00 12 8x8 = 8-1-4 15-9-0 20-1-15 25-6-0 39-10-0 8-1-4 7-7-12 4-4-15 5-4-1 14-4-0 46-2-4 40 53-0-0 6-4-4 6-9-12 Plate Offsets (X Y)-- [2:0-0-14 2-7-7] [2:0-7-14 0-0-3] [7:0-2-8 Edge] [33:0-2-8 Edgej,.-[42:0-4-0,0-0-01, [58:0-3-0,0-2-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.14 BC 0.04 WB 0.11 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) 0.00 38 0.00 39 0.01 38 I/defl n/r n/r n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-7,33-39: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 47-58,58-66: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* 20-57,19-59,18-60,17-61,16-62,15-63,21-56,22-55, 23-54,24-53,25-52 WEDGE Left: 2x4 HF Stud BRACING - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-209(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 72, 42, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=467(LC 19), 40=474(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-335/92, 37-40=-334/92 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-57, 19-59, 18-60, 17-61, 21-56, 22-55, 23-54 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=1b) 41=209. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. Continued on page 2 March 2,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329876 J1801051 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:41 2018 Page 2 ID fPVdnE_YkwaL30Gt8ugRs7yvar_-zUXvYGzWaiDDjIJJ7XUghBC?tnnYUWIwOLjW1?zeyGy NOTES - 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329877 J1801051 A02 SPECIAL TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-7-13 6-6-0 10-0-0 14-0-0 5-9-01 20-1-15 1-7-13 6-6-0 3-6-0 4-0-0 1-9-0 4-4-15 5x16 2x4 3 8x12 5 4.55 112 3x6 % 6 1 2x4 I 26-6-0 6-4-1 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:42 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-Rg5Hmc_8KOL4LSuVgF0vEO10pBwBDoH4c?T4aRzeyGx 32-10-1 39-0-0 43-0-0 47-6-0 53-0-0 5f1-7-1� 6-4-1 6-1-15 4-0-0 4-6-0 5-6-0 1-7-13 3x6 10 5x16 11 2x4 13 Scale: 1/8"=1' 5x16 10x16 MT2OHS = 2.00 12 21 20 29 19 30 18 6x10 = 8x16 MT2OHS = 5x12 = 8-1-4 15-9r0 1 20-1-15 25-6-0 8-1-4 7-7-12 4-4-15 5-4-1 5x12 = 39-10-0 14-4-0 17 10x10 46-2-4 6-4-4 16 10x16 MT2OHS = 53-0-0 6-9-12 Plate Offsets (X Y)-- 2:0-3-3.Edge] [5:0-5-0 Edge]. [11:0-8-0 0-3-0]. [14:0-3-3.Edge] [16:0-8-0.0-5-81,_[22:0-8-0 0-5-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.83 BC 0.84 WB 0.83 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.8218-20 >777 240 Vert(CT) -1.46 18-20 >436 180 Horz(CT) 0.48 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 17-19,19-21: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-21,6-20,12-17,10-17,13-16,3-22: 2x4 HF Stud 4-21: 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 2=2394/0-5-8, 14=2396/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 14=-91(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10-18, 4-21 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8823/316, 3-4=-8634/283, 4-5=-4466/109, 5-6=-4460/134, 6-7=-3950/117, 7-8=-3974/179, 8-9=-3986/183, 9-10=-3979/113, 10-11=-4708/149, 11-12=-4714/133, 12-13=-8491/202, 13-14=-8674/245 BOT CHORD 2-22=-365/8270, 21-22=-246/6288, 20-21=-89/4094, 20-29=0/2912, 19-29=0/2912, 19-30=0/2912, 18-30=0/2912, 17-18=0/4305, 16-17=-58/5417, 14-16=-177/8124 WEBS 7-20=-387/111, 6-21=-25/464, 9-18=-481/136, 6-20=-774/116, 12-17=-1522/92, 8-20=-119/1391, 8-18=-125/1408, 10-18=-852/123, 10-17=-15/471, 12-16=-41/3352, 4-21=-2500/176, 4-22=-82/3064 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /r gypsum sheetrock be applied directly to the bottom chord. March 2,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 11 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329878 J1801051 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, 1-2-0 17131 1 1-7-13 1-2-0 Arlington,WA 98223 6-6-0 5x16 5-4-0 2x4 10-0-0 3-6-0 8x12 20-1-15 26-6-0 5 10-1-15 4.55 12 6-4-1 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:43 2018 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-wtffzy?m5KTxzcThEyX8nclBabGTyETDrfCd6uzeyGw 32-10-1 39-0-0 45-4-0 53-0-0 5x8 = 6-4-1 6-1-15 6-4-0 5x12 MT2OHS 2x4 // 7-6-0 Scale = 1:94.2 2.00 12 10x16 MT2OHS = 17 16 24 Bx16 MT2OHS = 5x12 = 15 25 14 6x10 = 5x12 =- 8-1-4 8-1-4 15-9-0 26-6-0 43-0-0 8-1-4 7-7-12 10-9-0 16-6-0 26 27 8x8 = 53-0-0 4x12 5x12 II 10-0-0 Plate Offsets (X,Y)-- [2:0-3-3,Edge], [5:0-5-0,Edge], [10:0-6-0,0-3-0], [12:0-1-2,Edge], [12:0-0-4.Edge], [13:0-4-0.0-4-8], [18:0-8-0.0-5-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.84 WB 0.84 (Matrix -S) DEFL. in (loc) I/defl Ud Vert(LL) -0.7614-16 >834 240 Vert(CT) -1.34 14-16 >476 180 Horz(CT) 0.36 12 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 279 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 15-17,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-17,6-16,10-13,11-13,3-18: 2x4 HF Stud, 4-17: 2x4 DF 2400F 2.0E WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2412/0-5-8, 12=2256/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-71(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 10-14, 4-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8922/320, 3-4=-8734/286, 4-5=-4522/107, 5-6=-4516/132, 6-7=-4003/117, 7 -8= -4027/178,8 -9=-4072/183,9-10=-4071/115,10-11=-5271/167,11-12=-5554/182 BOT CHORD 2-18=-376/8365, 17-18=-255/6360, 16-17=-96/4147, 16-24=0/2964, 15-24=0/2964, 15-25=0/2964, 14-25=0/2964, 14-26=-20/4424, 26-27=-20/4424, 13-27=-20/4424, 12-13=-112/5153 WEBS 7-16=-387/111, 6-17=-24/468, 9-14=-458/130, 6-16=-778/115, 10-13=-18/719, 11-13=-460/123, 8-16=-121/1387, 8-14=-123/1456, 10-14=-906/142, 4-17=-2524/179, 4-18=-86/3100 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.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 = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. March 2,2018 ® WARNING - Verity 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 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. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329879 J1801051 A04 COMMON 2 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-7-14 7-8-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:44 2018 Page 1 IDfPVdnE_YkwaL30Gt8ugRs7yvar_-03D1BI?Psdboam2uog2NJpgMX?bZhn4N4JyAeKzeyGv 14-0_0 20115 26-6-0 32-10-1 I 39-0-0 45-4-0 53-0-0 1-7-13 7-8-0 6-4-0 6-1-15 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 2x4 \\ 5x12 MT2OHS % 5x8 = 4.55 12 2x4 I I 5x12 MT2OHS 2x4 // Scale = 1:92.6 4x12 6x10 II 8x8 = 5x12 = 6x10 = 5x12 = 10-0-0 20-1-15 32-10-1 43-0-0 10-0-0 10-1-15 12-8-1 10-1-15 8x8 = 53-0-0 6x10 10-0-0 0 0 0 Plate Offsets (X Y)-- [2:0-1-2.Edgel. [2:0-0-3,1-5-0], [4:0-6-0 0-3-0] [8:0-6-0 0-3-0] [10:0-1-2 Edge] [10:0-0-3 1-5-0]. [11:0-4-0 0-4-8] [15:0-4-0 0-4-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 CSI. TC 0.81 BC 0.85 WB 0.49 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) -0.68 12-14 >935 240 Vert(CT) -1.16 12-14 >549 180 Horz(CT) 0.18 10 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 268 Ib FT = 20% LUMBER - TOP CHORD 2x4 -IF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11: 2x4 HF Stud WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2398/0-5-8, 10=2265/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-91(LC 4), 10=-70(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 8-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5516/172, 3-4=-5222/157, 4-5=-4086/113, 5-6=-4089/180, 6-7=-4093/183, 7-8=-4091/115, 8-9=-5263/165, 9-10=-5557/180 BOT CHORD 2-15=-222/5101, 15-21=-135/4414, 21-22=-135/4414, 14-22=-135/4414, 14-23=0/2988, 13-23=0/2988, 13-24=0/2988, 12-24=0/2988, 12-25=-20/4433, 25-26=-20/4433, 11-26=-20/4433, 10-11=-111/5140 WEBS 5-14=-458/130, 7-12=-458/130, 3-15=-451/122, 4-15=-11/668, 4-14=-874/138, 6-14=-123/1442, 6-12=-124/1449, 8-12=-892/141, 8-11=-16/697, 9-11=-453/123 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9.7473 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 L2-2802-2 K4329880 J1801051 A05 COMMON 4 1 Job Reference (optional) ProBuild Arlington, It -7-1 3 1-7-13 Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:45 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ sFnPOe0ldxjfCwd4MNZcs1NVyPxHQELWIzhkBmzeyGu 7-8-0 14-0-0 20-1-15 21-010 26-6-0 32-0-0 32110r1 39-0-0 45-4-0 53-0-0 7-8-0 6-4-0 6-1-15 0-10-1 5-6-0 5x12 MT2OHS % 4.55 12 5x8 -=- 6 6 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 5x12 MT2OHS Scale = 1:92.6 4x12 6x10 I1 15 8x8 = 29 30 14 6x10 = 31 13 6x10 = 32 12 6x10 = 33 34 11 8x8 = 10-0-0 21-0-0 26-6-0 32-0-0 32111-13 43-0-0 53-0-0 10-0-0 11-0-0 5-6-0 5-6-0 0-11-13 10-0-3 10-0-0 Plate Offsets (X.Y)-- [2:0-1-2 Edge] [2:0-0-3,1-5-0], [4:0-5-12.0-3-0]. 18:0-5-12 0-3-0 [10:0-1-2,Edge], [10:0-0-3.1-5-01 [11:0-4-0 0-4-12] [15:0-4-0,0-4-12] 4x12 6x10 11 0 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.88 WB 0.49 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.5512-14 >999 Vert(CT) -1.28 12-14 >497 Horz(CT) 0.20 10 n/a Ud 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 280 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF 2400F 2.0E *Except* 11-13,13-15: 2x6 DF No.2 2x4 HF No.2 *Except* 3-15,4-15,8-11,9-11,18-19,20-21,22-23: 2x4 HF Stud WEDGE Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2523/0-5-8, 10=2390/Mechanical Max Horz 2=136(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=-5832/0, 3-4=-5552/0, 4-5=-4468/0, 5-6=-4470/0, 6-7=-4475/0, 7-8=-4473/0, 8-9=-5595/0, 9-10=-5876/0 BOT CHORD 2-15=0/5411, 15-29=0/4750, 29-30=0/4750, 14-30=0/4750, 14-31=0/3259, 13-31=0/3259, 13-32=0/3259, 12-32=0/3259, 12-33=0/4769, 33-34=0/4769, 11-34=0/4769, 10-11=0/5452 WEBS 5-14=-456/131, 7-12=-457/131, 3-15=-452/121, 4-15=-56/623, 4-14=-847/165, 6-14=0/1596, 6-12=0/1604, 8-12=-866/166, 8-11=-59/654, 9-11=-455/122 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-14, 8-12 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.01b AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 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.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. 8) Refer to girder(s) for truss to truss connections. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'//" gypsum sheetrock be applied directly to the bottom chord. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329881 J1801051 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 111-7-1 1-7-13 Arlington,WA 98223 26-6-0 26-6-0 PER ICC CODES (IRC/IBC), TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER OF RECORD. 4.55 12 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:48 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-GgSY0f2vws6E3NLf1 W7JUf?CIcATdhly?wwOn5zeyGr 53-0-0 26-6-0 Scale = 1:92.2 4x6 = 78 77 76 75 7473 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 4 46 44 4542 43 41 4x6 4x8 4x8 = 4x8 = 53-0-0 53-0-0 0 Iv 0 Plate Offsets (X Y)-- [60:0-3-0 0-2-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.19 BC 0.02 WB 0.11 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.01 40 n/a n/a PLATES GRIP MT20 185/148 Weight: 395 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 46-60,60-73: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 21-59, 20-61, 19-62, 18-63, 22-58, 23-57, 24-56 21 -59,20 -61,19-62,18-63,17-64,16-65,22-58,23-57,24-56,25-55,26-54: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 8) Max Uplift At uplift 100 Ib or less at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41 Max Gray All reactions 250 Ib or less at joint(s) 40, 59, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43 except 2=285(LC 1), 78=287(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 39-41=-257/69 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 74, 75, 76, 77, 78, 58, 57, 56, 55, 54, 53, 52, 51, 50, 49, 48, 47, 45, 44, 43, 42, 41. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329882 J1801051 B01 KINGPOST 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 ao m 6-0-0 9-6-0 1-0-0 6-0-0 3-6-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:49 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-k00wE?3Xh9E5hXwrbDeY0tXID0PVM8a6DafxKYzeyGq 1940 20-0-0 9-6-0 1-0-0 3x8 = 6-0-0 12-0-0 12 11 10 9 5x8 = 6-0-0 6-0-0 19-0-0 7-0-0 Iq Scale = 1:46.6 Plate Offsets (X,Y)-- [2:0-8-4,0-1-6j [3:0-3-9 Edge) [7:0-8-4 0-1-6] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.50 BC 0.48 WB 0.09 (Matrix -S) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 5 REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1462(LC 27), 7=-1485(LC 30), 12=-124(LC 27), 10=-145(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1737(LC 24), 7=1622(LC 25), 12=415(LC 1), 12=415(LC 1), 10=394(LC 1), 7=290(LC 1), 12=415(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2722/2418, 3-4=-1001/913, 4-6=-1614/1527, 6-7=-2648/2500, 3-5=-422/114, 5-12=-480/98 BOT CHORD 2-13=-2087/2389, 12-13=-2089/2387, 11-12=-1631/1755, 10-11=-998/1122, 9-10=-563/687, 7-9=-1986/2109 WEBS 6-10=-371/156 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live 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) 11, 9 except (jt=1b) 2=1462, 7=1485, 12=124, 10=145, 7=1485, 12=124. 7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 2,2018 ® 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/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 L2-2802-2 K4329883 J1801051 002 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 i -1-Q-0 1-0-0 4-11-7 9-6-0 4-11-7 4-6-9 4x4 — 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:50 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-CDaIRL49STMyJhV28w9nZ44XEQjg5Z_FSEPVs_zeyGp 14-0-9 19-0-0 120-0-0 4-6-9 4-11-7 1-0-0 3x8 = 95-0 9-6,0 3x8 = 19-0-0 9-6-0 3x8 = Scale = 1:42.8 Plate Offsets (X,Y)-- [2:0-5-9.0-1-8], [6:0-5-9,0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.54 WB 0.21 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) -0.11 8-14 >999 Vert(CT) -0.21 8-14 >999 Horz(CT) 0.03 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/59, 3-4=-822/65, 4-5=-822/64, 5-6=-1103/60 BOT CHORD 2-8=-58/851, 6-8=0/851 WEBS 4-8=-1/494, 5-8=-313/120, 3-8=-313/120 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y%" gypsum sheetrock be applied directly to the bottom chord. March 2,2018 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329884 J1801051 B03 COMMON TRUSS 1 3 Job Reference (optional) ProBuild Arlington, m Arlington,WA 98223 3-0-12 6-0-12 9-6-0 3-0-12 8.00 12 3x8 2 3-0-0 5x8 3 3-5-4 4x8 II 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:51 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ hP8gfh5oDnUpwr4Eieg051dgiplKgsRPhu82OQzeyGo 12-11-4 15-11-4 19-0-0 3-5-4 3-0-0 3-0-12 6x18 MT18H i 12 5x16 II 1711 18 8x8 = 3-0-12 6-0-12 95-0 3-0-12 3-0-0 3-5-4 19 10 12x12 = 20 12-11-4 3-5-4 9 5x8 5 8x8 = 15-11-4 3-0-0 3x8 6 *11 111 111 218 22 6x18 MT18H 5x16 11 19-0-0 3-0-12 Scale = 1:42.1 Plate Offsets (X,Y)-- 1:0-3-5,Edge], [7:0-3-5.Edge]. [9:0-3-8,0-5-4], [11:0-3-8,0-5-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.37 BC 0.65 WB 0.84 (Matrix -M) DEFL. in (loc) 1/dell L/d Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 1=11548/0-5-8, 7=10799/0-5-8 Max Horz 1=-112(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17801/0, 2-3=-14700/0, 3-4=-11116/0, 4-5=-11116/0, 5-6=-14910/0, 6-7=-18057/0 BOT CHORD 1-12=0/14811, 12-17=0/14811, 11-17=0/14811, 11-18=0/12196, 18-19=0/12196, 10-19=0/12196, 10-20=0/12372, 9-20=0/12372, 9-21=0/15017, 8-21=0/15017, 8-22=0/15017, 7-22=0/15017 WEBS 4-10=0/11931, 5-10=-4770/0, 5-9=0/5513, 6-9=-3149/0, 6-8=0/3259, 3-10=-4501/326, 3-11=-275/5198, 2-11=-3114/154, 2-12=-101/3199 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.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=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2240 Ib down and 87 Ib up at 1-0-12, 2240 Ib down and 87 Ib up at 3-0-12, 2240 Ib down and 87 Ib up at 5-0-12, 2249 Ib down and 86 Ib up at 7-0-12, 2249 Ib down and 86 Ib up at 9-0-12, 2374 Ib down at 11-0-12, 2374 Ib down at 13-0-12, and 2374 Ib down at 15-0-12, and 2374 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 2,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329884 J1801051 B03 COMMON TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:51 2018 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-hP8gfh5oDnUpwr4Eieg051dgipl KgsRPhu82OQzeyGo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-2374(F) 12=-2240(F) 14=-2240(F) 17=-2240(F) 18=-2249(F) 19=-2249(F) 20=-2374(F) 21=-2374(F) 22=-2374(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 [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 L2-2802-2 K4329885 J1801051 CO1 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 6-0-0 8.00 6-0-0 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:52 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-9bi3s16Q_4cgY_fQGLBFeV9sSDU3ZWIYvYubwszeyGn 12-0-0 13-0-0 6-0-0 1-0-0 IdlIIbhL r 4x6 — 18 17 16 15 12-0-0 14 13 12 4x6 - 12-0-0 10 11 Scale = 1:28.0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-4[, [10:0-0-0.0-0-41 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 25) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749/764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=1b) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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. MONO MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329886 J1801051 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:53 2018 Page 1 I D:fPVdn E_YkwaL30Gt8ugRs7yvar_-doGR4N621OkWA8Ecg3iU Bji4tdtXlzah8Cd9TJzeyGm 3-11-8 3-11-8 2x4 II 8.00 12 1.5x4 11 5 1 1 • • 7 2x4 = 1.5x4 6 2x4 11 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.03 (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: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329887 J1801051 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:53 2018 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-doG R4N621OkWA8Ecq 3iU Bji3SdsV Iz_h8Cd9TJzeyGm 3-11-8 3-11-8 2x4 = 1 3-11-8 3-11-8 ro N N 0 Scale = 1:19.2 Plate Offsets (X.Y)-- [2:0-1-9,Edge) LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code 1BC2015/TP12014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329888 J1801051 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -1-0-0 1-0-0 2 8.00 12 ti 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:54 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-5_ppHj7gWisNnlppNmDjjwFEd 1 Do1 QErNsNi?IzeyGl 1-11-8 1-11-8 2x4 11 3 • 2x4 = 2x4 11 5 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Gray 4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -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 L2-2802-2 K4329889 J1801051 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N c0 1 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:54 2018 Page I D:fPVd nE_YkwaL30Gt8uq Rs7yvar_-5_ppHj7g WisNnl ppNmDjjwFEd 1 Du 1 QErNsNi?IzeyG I 1-11-8 1-11-8 2x4 = 1-11-8 1-11-8 N cD Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 7 >999 240 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-2 K4329890 J1801051 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:54 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 5_ppHj7gWisNnIppNmDjjwFDC1Ck1QErNsNi?IzeyGI 3-11-8 3-11-8 2x4 = 3-11-8 3-11-8 Scale = 1:19.2 Plate Offsets (X,Y)-- [2:0-1-9.Edge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Grav3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; 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=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 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 L2-2802-2 K4329891 J1801051 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 v 0 -1-0-0 1-0-0 r 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Mar 02 12:06:55 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-ZANBU381H?_EPSN?xUlyG8nPNRZ?mt4_cW6GXBzeyGk 3-11-8 1 3-11-8 8.00 12 1.5x4 11 2x4 II 5 dI 7 2x4 = 1.5x4 11 6 2x4 11 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.03 (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: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.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=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 2,2018 ® 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/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. 1111* MiTek` 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION14-1 3/4. Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown 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 d9supervisor, p p rt allll otherrinterested partiesroe owner and 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. ports , , words backalone design(frontpictures andReview picturesall) beforeionsof usethi. Reviewing isnot sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 1 1 TOP CHORDS (Drawings not to scale) 2 3 rillDimensions are in ft-in-sixteenths. Iligk Apply plates to both sides of truss and fully embed teeth. 0 -1/16 TOP CHORD liallpiril)%4 c7-8 C6-7ca s p O Ustack a O 111.4.4110r For 4 x 2 orientation, locate plates 0- hd' 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, ESR1 988 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 BEARING hU■ location x ie I connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint �� 40 M �Te k MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. ._ ANSI/TP11: National Design Specification for Metal Industry Standards:11111 Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. t-:ui Tsuoo 6uei i(aec 0 001 CCP -1 Nom r. n• 7, Iu aAV LRL9 SI8OZ `- - • to 0 •ao1eoipu! pug ual ssnal = W cp N • O i• to o 0 0 GJ NN 66 o.-- o 0 0 JB04 co co 8/12 JB01 , N 0 0 O .11 Co O O N n • 60-00-00 56-00-00 A06 i W O O 0 1 kwkk4 I axe .-Ns) } Nvink.-4 LW. 6.NS. A01 Mk. -4 "%. lki'%.. N.. \, o 6.W.1...' ;-. N.. N LW. N...`gek‘ . ..N1itiktMi....NIIM Nillik.& JA01 5-00-00 .11 13-02-00 23-09-08 60-00-00 53-00-00 16-00-08 40. Geotechnical Engineering Report 51st P1 S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 [ 7 February 19, 2018 prepare Cary Lang C Attention: 29815 24th Federal Way, Wa ; .:� t - GI: Co._ C_ t LANCE API :,:VE0 nstruction ary 2018 vec,Sty of Tukwila 1a %MON prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 RECEIVED MAR 0 9 2018 TUKWILA BLJC WORKS RECEIVED CITY OF TUKWILA Via 07 2018 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 4 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 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 10 4.4 Asphalt Pavement 10 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 13 6.0 CLOSURE 13 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 -3 A -2...A-4 APPENDIX B Laboratory Testing Results i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 51" P1 S Development 125XX 51" P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 MGI Project P1175 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your 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 nine adjacent, undeveloped residential parcels located towards the southern terminus of 51" P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are largely located along the west side of 51St PIS, between this roadway and 50th PIS. Two smaller parcels, however, are located along the east side of the roadway; directly adjacent to its southern terminus. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots; with five being located along the west side of 51" P1 S, and one along the east side. The proposed lot configuration is indicated in the attached Figure 2; with the lots being designated as Lot A through Lot F. The subject properties encompass a total area of 0.98 -acres. Page 1 of 13 Cary Lang Construction — 515' PI S Development, 125XX 51St PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.1.75 -T18 Improvement plans involve the clearing/stripping of the subject properties, and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st PI S will also have to be extended, which, as we understand, will be implemented as part of this development. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 4, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP -1 through TP -3), advanced on January 4, 2018; • One grain -size analysis performed on a soil sample 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 North end of the project area, between Lots A & B South end of project area, between Lots C & D East side of 51St PIS, center of Lot F 10 10 10 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. Migizi Group, Inc. Page 2 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 515' Pl S, Tukwila, WA Geotechnical. Engineering Report February 19, 2018 P1175 -T18 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 consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-4. 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 nine adjacent, undeveloped residential parcels located towards the southern terminus of 51st P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots, designated Lot A through Lot F. These individual lots will have an areal extent which ranges from 6,500 — 8,612 sf. The project area is located northeast of a southwesterly bend in the Duwamish River, with the subject properties being as close as ± 200 feet to the waterway. The space located immediately within this bend is occupied by Codiga Park. The project area is bound on the south and west by 50th P1 S, on the north by developed residential sites, and on the east by the large BNSF Intermodal property. Lot F, the only lot proposed along the east side of 51st PIS, is the only lot which shares an immediate border with the BNSF property. This border is marked by a shallow ravine, which contains a seasonal ancillary stream that feeds the Duwamish River from upland properties further to the northeast. This ravine is approximately 10 to 12 feet deep and contains localized gradients of 50 to 60 percent. It's apparent through field and soil observations across this region that this slope proponent is manmade and resultant from extensive fill placement observed across the project area. Given the fact that it is manmade, it is also exempt from developmental restrictions related geological hazards, as imposed by county and/or municipality regulations. We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of this slope break. The remainder of the project area is relatively level, with minimal grade change observed over its extent. The area between Lot D and Lot F, occupied by the right-of-way of 51st P1 S, forms a small knoll, sitting approximately 5 to 10 -feet higher than that of adjacent grades. This region will be leveled out during grading for the extension of 51st P1 S. At the time of our site visit, it was apparent that the project area had recently been cleared, with scattered stockpiles of organic materials being present across the subject properties. Vegetation consisted primarily of tall grasses and blackberry bushes, with scattered thin deciduous trees also being present. Migizi Group, Inc. Page 3 of 13 Cary Lang Construction — 51s1 P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, alluvial soils, deposited by the nearby Duwamish River; with the project area being located within its archaic flood plain. Fill material was encountered at surface elevations in all three of our test pit explorations, extending to depths of 4 to 5 feet across the west side of the project area (TP -1 and TP -2), and upwards of 10 feet within the center of Lot F (TP -3). Fill material was generally encountered in a medium dense in situ condition and was comprised of gravelly silty sand with some asphalt and/or concrete debris. Alluvium generally consists of poorly consolidated sediments comprised of fine sand, silty sand, and silt with intermittent peat deposits. Native soils encountered onsite were generally poorly consolidated and fine-grained, ranging in composition between silty sand to fine sand. Native sands were encountered at a depth of 7 feet in both test pit explorations TP -1 and TP -2, extending through the termination of each exploration; a maximum depth of 10 feet. 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 Qal, or Quaternary Alluvium. 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 121 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 existing fill material. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, fill material is present at surface elevations across each proposed residential lot, extending upwards of 5 feet below grade within Lots A-E, and at least 10 feet deep within Lot F. Immediately below this material in Lots A-E, native, fine silty sand is present, extending through a depth of 7 feet. Below 7 feet at this location, native soils grade to fine sand with silt, which our grain size analyses (presented in Table 2, below) indicates contains a relative fines content (percent silt/clay) of approximately 11 percent. Migizi Group, Inc. Page 4 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51" PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.175 -T18 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 °/0 Fine Gravel % Coarse Sand Medium Sand % Fine Sand % Fines Dia TP -1, S-2, 7 feet TP-2, S-1, 7 feet 0 0 0.1 0.1 0.2 1.6 1.2 7.5 87.6 80.2 11.0 10.5 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. For Lots A-E, site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the intermittent silty sand stratum encountered at a depth of 4 to 7 feet, the USDA classification of loamy sand should be utilized for facility sizing, and if the facilities extend down to the fine sand stratum (below 7 feet), the USDA classification of sand should be utilized for design. Limited infiltration should not be utilized in Lot F given the presence of extensive fill soils underlying this region. More creative means should be implemented to manage stormwater for this lot. 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 =1.494 g SMs =1.494 g SDs = 0.996 g Si = 0.560 g SMI = 0.840 g SDI = 0.560 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 1.00 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 Migizi Group, Inc. Page 5 of 13 Cary Lang Construction - 51st P1 S Development, 1.25XX 51" PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T1.8 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. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject properties and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Setback: We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of the slope break. • 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. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of 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 a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Migizi Group, Inc. Page 6 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51s' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that the organic horizon can reach thicknesses of up to 10 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and poorly consolidated fine-grained soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. 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). Migizi Group, Inc. Page 7 of 13 Cary Lang Construction — 51St PI S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand with scattered debris, and extending upwards of 5 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult 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. • Native Alluvium: Underlying existing fill material, native alluvium consists of fine silty to sand with silt, generally becoming cleaner with depth. As with the fill soils, this material should be considered moderately moisture sensitive, and will become increasingly difficult to reuse under wet -weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover 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. Migizi Group, Inc. Page 8 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st PIS, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded 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. Migizi Group, Inc. Page 9 of 13 Cary Lang Construction — 51'' P1 S Development, 125XX 51s1 P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018. P1175 -T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Asphalt Pavement We offer the following comments and recommendations for asphalt pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Existing fill soils appear amenable to pavement support, and we do not anticipate the need for any localized over - excavations. We recommend limiting the subgrade preparation to times of dry weather. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 Cary Lang Construction — 51s1 PI S Development, 125XX 51st Pl S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T1.8 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Area Driveways and High Traffic Areas Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Structural Fill or Cement - Treated Base 24 inches 24 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20 -year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 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 11 of 13 Cary Lang Construction — 51 s' PI S Development, 125XX 51.5' PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Compaction 95 percent 90 percent 95 percent 95 percent 95 percent 90 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. Migizi Group, Inc. Page 12 of 13 Cary Lang Construction — 51St P1 S Development, 125XX 515t P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 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). 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. Zach L. Logan Staff eologist Migizi Group, Inc. Page 13 of 13 James E. Brigham, P.E. Principal Engineer 2 0 0 a 0 ° z 0 0 0 ° b TN TOPO! map printed on 02/16/18 from'Untitled,tpo' 122°19,000' W 122°18,000' W 122°17,000' W 122016.000' W 122°15,000' W kvora‘c,A i1��yAo r►�y� shy Il III .l 122°14,000' W WGS84 122°13.000' W Att te 1\64,44111ErlfiliS. 1, \11 ILLVAPE VAIN n,,,\ 4111111i Illi p!! alLti 1 41, WAREN iv ring1i1 411 sN aQ►i`�mAe.oa: ti�aaams�rkc 122019.000' W 122°18.000' W 122017,000' W 122°16.000' W 122°15.000' W 0 3 llAlE 0 ISE Yfi— __1,00010S ltap amtoipith TOPOit e'2003'%oual Geoppl is (mali°e:°mphic mmtop°) P.O. Box 44840 Tacoma, WA 98448 Location Title 125XX 51st PI S Tukwila, Washington Job Number grireiS, 122°14.000' W P1175 -T18 Topographic and Location Map WGS84122°13,000' W Figure 1 Z 0 0 0 0 ° ct z 0 0 0 6 ° Date 02/16/18 N '- 1- PROJECT SHEET TITLE: Sit, 1 APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS • MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW 6:4'4 ii'•i:. WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES MORE THAN HALF NO FINES GP e)- 4< o •D: POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES COARSE FRACTION IS LARGER THAN SIEVE GRAVELS WITH 0� GM o o L SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES - NO. 4 OVER 15% FINES GC r CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY MIXTURES CLEAN SANDS SW e ">°.°>° WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE 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 AND ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS CLAYS 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 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ^±^ ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt .G; !, ‘, ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value L Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial 1`lli 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 Figure A-1 Migizi Group, Inc. vasziiinft Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 Tacoma, WA 98448 PAGE 1 1 Telephone: 253-537-9400 Figuree A-2 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER cd U ui GRAPHIC LOG MATERIAL DESCRIPTION - - _ - 2.5 GB S-1 GB S-2 '„1 ), Sod and topsoil 0.8 SM .�.♦ �♦♦♦♦ .♦•♦. ♦� ♦i ♦♦♦� (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) 3.0 _ _ 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 4.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 7.5 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 _ 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. Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 Tacoma, WA 98448 PAGE 1 OF 1 Telephone: 253-537-9400 Figuree A-3 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION - - - 2.5 GB S-1 i„\ — Sod and topsoil 0.8 SM ♦,�♦ O ♦O♦ O�:♦ ♦Q� $* :♦r;, (SM) Gray/brown silty sand with some gravel and asphalt debris (dense, moist) (Fill) 3.5 _ _ 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 5.0 - 7.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 _ 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. ' Migizi Group, Inc. TEST PIT NUMBER TP -3 PO Box 44840 Tacoma, WA 98448 PAGE 1 OF 1 Telephone: 253-537-9400 Figuree A 4 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION - - - - 2.5�� 0.3 Sod and topsoil SM ♦�� ♦iii♦ OpO� ♦♦Q♦�♦ � i�r♦. i♦ i ♦s0.♦ .4+ ♦Opp ♦♦i♦i♦i ♦♦♦♦� ��♦ .�♦��, *1 ♦�♦�� ♦iii (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) - - 5.05.5 - _ - 7.5 SM (SM) Gray/brown fine silty sand with some gravel (medium dense, moist) (Fill) 10.0 - - - - 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. APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1075 -T18 Tested By: ZLL Date: 1/8/18 Boring #: TP -1 Sample #: S-2 Depth: 7 feet Moisture Content (%) 15.3% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 99.7 No. 20 (.850 -mm) 99.5 No. 40 (.425 -mm) 98.6 No. 60 (.250 -mm) 83.7 No. 100 (.150 -mm) 41.3 No. 200 (.075 -mm) 11.0 ASTM Classification LL PI D10 D30 0.12 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.2 Medium Sand 1.2 Fine Sand 87.6 Fines 11.0 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-1 Soil Classification Data Sheet 3" 1.5 3/4" U.S. 3/8" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 —0—Sample Distribution 100 • • • ♦ • • --.. 90 80 70 c .y 60 N co a 50 c m ;' 40 am 0 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI II'II GROUP Sample Distribution Job Name: 51st PI S Development Sample #: S-2 Job Number: P1075 -T18 Date: 1/8/18 Figure: B-2 Tested By: ZLL Depth: 7 feet Exploration #: TP -1 r r, Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1175 -T17 Tested By: ZLL Date: 1/8/17 Boring #: TP -2 Sample #: S-1 Depth: 7 feet Moisture Content (%) 1 12.6% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 98.3 No. 20 (.850 -mm) 96.9 No. 40 (.425 -mm) 90.8 No. 60 (.250 -mm) 44.9 No. 100 (.150 -mm) 17.7 No. 200 (.075 -mm) 10.5 ASTM Classification r LL PI D10 D30 0.19 D60 0.30 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 1.6 Medium Sand 7.5 Fine Sand 80.2 Fines 10.5 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-3 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Sample Distribution 100 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 90 80 70 a) = 60 N N cC a 50 w 40 o a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) jilk MIGIZI GROUP 411111 Sample Distribution Job Name: 51st PI S Development Sample #: S-1 Job Number: P1175 T17 Date: 1/8/17 Figure: B-4 Tested By: ZLL Depth: 7 feet Exploration #: TP-2 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: 1M8-0055 PROJECT NAME: CODIGA - LOT B SITE ADDRESS: 12557 51ST PL S X Original Plan Submittal Response to Correction Letter # DATE: 03/08/18 Revision # before Permit Issued after Permit Issued Revision # DEPARTMENTS: k) K\N tlt Building Division t Public41/VC orks Fire Prevention Structural PlaKt' 1417P ning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/13/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notati sTt&14-511s El 04/10/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 On Site Storm Maintenance Agreement For King County Parcel: #0017900-2425-00 Address: 12557 51" PL S Tukwila, WA 98168 Owner of 12557 51" PI S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 11/8/18. Signed: Cary Lang, Owner State of WA County of kl Rol I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: ) 1. (0 8(W s . a� Notory Publ c in and for the State of (12%4 \c' s e. /ha O� �� zr AWA 7;c, 11111\\‘ cul (1 e Ulet'`(t° Name: .4:c3 Residing at: 7:7A,0'\ , My appointment expires: t2 lag a� DIg- oo5S CARY LANG CONSTRUCTION 1 Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & industries Search L&I Page 1 of 2 SEARCH A -Z Index Help My LRI 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 License specialties GENERAL License no. CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co Policy no. BIS00028853 $1,000,000.00 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 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=CARYLCI101 OF&SAW= 5/4/2018 CARY LANG CONSTRUCTION ISNC No license violations during the previous 6 yedperiod. License Violations Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&l Account ID Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported NIA L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © 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.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 5/4/2018 CARY LANG CONSTRUCTION License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account contact T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © 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.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 5/4/2018 CARY LANG CONSTRUCTION INC Home Espanol Contact Safety & Health Claims & Insurance CoWashington State Department of Labor & Industries Search L&I Page 1 of 2 SEARCH 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 License specialties GENERAL License no. CARYLC1101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/10/2008 08/0912008 Expiration date Until Canceled Insurance Developers Surety & Indem Co Policy no. BIS00028853 $1 ,000,000.00 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 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=CARYLCI101 OF&SAW= 5/4/2018 uction)\CADD\Drawings\LOT B\LOT B—C1.dwg L:\Working\R18180 125XX 51ST Place S (LANG Co 0 0 Feb 26, 2018 — 11:33pm ---------- 24------- Q'DT LOT E Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 8 DT s 9'DT LOT A 5 0 LEGEND (2) 40"CW INSTALL SILT FENCE PER DETAIL THIS SHEET CLEARING LIMIT (6,056 SF - 0.14 ACRE) TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET NEW LOT LINE ADJUSTMENT PER L18-0010 (TYP) PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE — EASEMENT LINE PROPERTY CORNER c ss LOT C These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the, designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) ONSITE 120 10 \ .10 PP CONC, f) SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. \%\i� \\ \ II II u u 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC `r Pc BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"Fne !3avievi WASHED GRApnval of UNDISTURBED GROUND a7proval is subject to errors and c: construction documents does not NOTES: Copy vethe violation cf cry adopted coda or ordinance. d Raid Cnd conditions is acknr. FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSgI� } SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE REVISIONS .h2n., ' f-, r,',F,70o to the Sotoop n p o nl oI n 3 1.-.)tvisn. N© I"i . ays:cro �tiil requue a new plan subntttal and may include additional plan revievd tees. CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE NOTES: R=25' MIN, 4" TO 8" QUARRY SPALLS By: ( — Data: 51/0(4 City of Tukwila BUILDING DIVISION FOR CO_iE Cam, ''LIANCE APPROVED AY 01 2018 City of Tuukvvila lt1LIMIUG DIVISION 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA REC INFO CITY OF TUKWILA 0720I3 PERMIT CENTER 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. CONSTRUCTION ENTRANCE D. TAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE REFERENCE SHEET NO. C1 SHEET OF 2 SHEETS 0 J i ©O I— - co O W rn M U Q cn z ~ J 0 ccn (9 — 2 2 r 1 w c o ao cr a f°o re) co N TESC PLAN AND DETAILS LU w co CO O N ob d co z mr co cE 1- ci DESIGNED BY: z 1- z a T CHECKED BY Z z a cc a REVISION DESCRIPTION S _El rIf:VE ?ECUIF.7,0 F. ?; -Cr iT ❑ Machani al Electnca © Plunbin © Gas Pipi g City of Tuk ila B,JILDINC DI ISI N W 0 d z JE 0 0 Feb 26, 2018 — 11:37pm EG=25.80 • LOT E 8 "D7 9"DT LOT A CONSTRUCTION NOTES: O CONSTRUCT ROOF / FOOTING INFILTRATION TRENCH (4'W x 24'L x 2'D) PER DETAIL 1 0 INSTALL 10 LF 6" PVC SDR 35 SD @ 2.00% MIN. O INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=26.00 IE (NE)=23.90 IE (NW,SE)=24.00 NEW LOT LINE ADJUSTMENT PER L18-0010 (TYP) EG=24.90 ® INSTALL 10 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN. 0 INSTALL 12 LF 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% © INSTALL 64 LF 4" PVC SIDE SEWER @ 2.00% MIN. 0 INSTALL 1" WATER METER & SERVICE LINE BY (CITY OF TUKWILA ) ® INSTALL 32 LF 1.5" WATER SERVICE LINE 0 CONSTRUCT (2'W x 11'L x 2'D) GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2. 10 CONSTRUCT 27' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) 11 CONSTRUCT 27' WIDE CONCRETE DRIVEWAY 1�2 UTILITY TRENCH (POWER & COMMUNICATION) 13 INSTALL 105 LF 6" PVC SIDE SEWER STUB @ 2.00% MIN. N. • • • • E42" LP GASrIE h, CONNECTfO EX. 6" ,DE SEWER $TUB EX. POWER • ;)LE s \ AA \Is ROOF oyERHANG 4 PVC FOOTING DRAIN'` COLLECTOR @ 1.00% yq �y9 4" PVC ROOF DRAIN COLLECTOR @ 1.00% GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. LOT C 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 10' MIN: FROM HOUSE FOUNDATION. PARCEL NUMBER 0179002425 2' GRAVEL STRIP SLOPE CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 )/2' GRAVEL STRIP DETAIL SCALE: NONE FOUNDATION • • • • • EX. 20" H GAS LIN T EX.fl0" DI WATER IN SSMH RIM=20.80 00 NW, S FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 CONC. E 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL PROVIDE 12" MIN COVERAGE OFDRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) SEE PLANS 4" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH 10.0' 6" SOLID ADS N12 @ 0.00% PLAN VIEW NTS WASHED ROCK 3/4" -1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND 5.0' MIN ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE 1 inch = 10 ft. FINE ESH SCREEN ELEVATION VIEW NTS EXISTING GROUND 4" SOLID PIPE WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" -1 1/2" (TYP) ROOF / FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,310 SQ. FT. WALKWAY & LANDING 46 SQ. FT. DRIVEWAY 490 SQ. FT. TOTAL 2,840 SQ. FT. 2,846 / 6,555=0.4341 X 100% = 43.41 % IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,310 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,310 SQ. FT. 2,310 / 6,555=0.3524 X 100% = 35.24% MAX. BUILDING COVERAGE LEGEND APPROVED APR 10 2018 City of Tukwila PUBLIC Works RE' v s A,L4 U FOR CODE CC iPLIAItiiCE APPROVIED MAY 01 2018 City of Tukwila BUILDlhNG DIVISION PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANGC-Idl iED EASEMENT is: OF TUKVVILA PROPERTY CORNER 7 `0'8 PERMIT CENTER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE PROPOSED INFILTRATION REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS `rFcrsrs°�; SS�NAL S EXPIRES: `Y L w co 0o 0 ob N N c4 DESIGNED BY H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR REVISION DESCRIPTION w 0 z oirg NOTES BUILDING CODE: 2015 INTERNATIONAL BLDG. COPE (IBC), AND BY REFERENCE WI -(ERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRO) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAF ■ 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE '13', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(I) GROUND LOAD WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN' TEMP' ICE SHIELD LNDERSOU LATMENT REQUIRED FLOOD HAZARDS AIR FREEZFYs INDEX MEAN ANWAL TE1 IF' SPEED (MPH) TOPOGR4F14IC OPECTB SPECIAL WAND REGION WIND-BORNE DEERI5 ZONE ilEATHERNG FROST LINE DEPTH 1ER111E 25 110 DI/D2 MOP 18 NOD SLIGHT- n NO PER LOCAL 11IRIBDIGTION 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO EE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JEST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) BITE GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 POP, EXTERIOR FOOTINGS SHALL BEAR IS (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIR-( UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. EACKFILL TO EE THOROUGHLY COMPACTED. MINIMUM CCMPRE881VE STRENGTH CF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STIENGTH (I'e) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT SLABS 4 INTERIOR SLAB CN GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STTaICTURAL) 2,ri00 pal BASEMEN W#LL8, FOUNDAI1CN IU4LL8, EXTERIOR WALLS 1 OTHER VERTICAL CONCRETE WOW EXPOSED TO THE UEATI$R 3QJ00 poi (5% to 1% air eTltrakled) PORCHES, CARPORT SLABS 4 STEPS EXPOSED THE WEATHER 1 GARAGE FLOOR SLAB. 3000 pal t5% to 1% air entrained) CONCRETE 'BATCH TICKET SHALL ESE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRAPE 60. UN.O. (SEE STRUCTURAL) ATION BOLT HEAPS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4'x35:3' PLATE WASIHERB. WOOD BEARING ON OR NSTALLED WITHN I' CF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL 'BOLTS TO 15E 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION EY WOLMANIZED WOOD) PER IRO R311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL ESE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON'BRONZE, OR COPPER 6' MN. CLEARANCE BETWEEN WOOD AND GRADE 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRAPE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE pAMPFROOFNG EXCEPT WHERE REQUIRED 8Y SEC. R4062 TO 6E WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) TIE TOP OF THE FOOTING OR (5) 6 INCHE8 BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 NCH PORTLAND CEMENT PARSING APPLIED TO THE EXTERIOR OF THE WALL. THE PARSING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 811UMINOUB COATING. 2. 3 POUNDS PER SO_ YD. OF ACRYLIC MODIFIED CEMENT. 3. Ira' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 851. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING N SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARSING OF UNIT MASONRY WALLS IS NOT REQUIRED WHEN A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL SE DA-IPPROOFED EY APPLYING ANY CNE OF THE LISTED DAMPPROCFING MATERIALS OR ANY ONE CF THE WATERPROOFING MATERIALS LISTED N SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL SE WATERPROOFED FROM THE HIGFER OF (a) THE TOP OF THE FOOTING, OR (b) 6 NCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FNISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: L 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. Ye' CEMENT -EASED, FIBER -REINFORCED, WATERPROOF COATING. a60-MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION, ORGANIC -SOLVENT -BASED PRODUCTS SUCH A8 HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT SE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. U8E OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL COMFORT TO I T r-t C OF ASTM D 449. 140T ASPHALT SHALL BE APPLIED AT A 1 tr11-tRATURE OF LESS THAN 2001F. ALL JOINTS IN MEMBRANE WATERPROOFING 81-1ALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED EY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0006 N THICK SLACK POLYETHYLENE OR APPROVED EQUAL SHALL EE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION, THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES IF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TLUO INCHES. T•:,_ 4 FI AP II pRAFTBTOPPING R302.I2 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILNG ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1.000 SQUARE FEET. DRAFRSTOPPNG! SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL 5E PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: L CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TT -Pk OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.12.I. FIREBLOCKING R302.11 N COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING 814ALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAG-e1PRED STUDS AS FOLLOWS, 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT NTERCONNECTICNS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRO SECTION R302.1 (1,:' GWB) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT SE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIRESLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION RI003.19. 6. FIRESLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT 8E USED ABA FIRESLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. WALL CONSTRUCT! • _ INS GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRO TABLE R6023(1)GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R10235 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R10233 T ICPNES6 OF GTPOLN BOAFD OR amok' PANEL APPLICATION ORIENTATION OP GYI CU'1 BOARD OR GYFSIZI PANEL MA IMIJ'I SPACING O' TEEMEERS (aICHE13 OGJ MAct11.11 SPACING 61ZE OP NAILS FOR APPLICATION TO WOOD FRAMING OP FASTENERS (%CFE8) NAILS WO adlv.lve SCREWS PRODUCTS (MCFIS) PRODUCTS TO PRAP16G 3ro, CEILING PERPENDICULAR I6 1 12 13 GAGE, I-V4' LONG, 13164' I. AD, mzee' PIA. I-V4' LONG, AMA -AR - RIHIGEDi OR 4d COOLER NAIL, 0ae0' DIA-1-3R' LONG, VDT' READ. WALL EITHER DIRECTION 16 a 16 �.OR CEILING EITHER DIRECTION 16 1 n 13 GAGE, I-3/6' LONG, 16/64' HEAD, DOSS' DIA, I-V4' LONG, ANNIlLAR- RI ED, OR [Id COOLER NAIL, 0084' DIA, I -DIE' LONE., e/64' HEAD/ GYPOUI1 BOARD NAIL, 0091LONG' DIA, I-1W LONG 6/32' MAD. CEILMG F'ERPEI�OICUTAR 24 1 17 IU41.L EITHER DIRECTION 24 e n WALL EITHER. DIRECTION 16 S 16 6/6' CEILING EITHER DIRECTION 16 1 n L3 GAGE, 1-1AA6' LONG, 61/64' HEAD, Da9D' DIA. 1-3ro' LONG, ANLLAR- RINGED, OR COOLER NAIL, 007M" P141-fro' L. V4' HEADY OR cEIL%G PERPENDICULAR 24 1 12 4YFe n BOARD NAIL ODES'. DIA. 1-1ro' L. RS/64' HEAD. TYPE X AT GARAGE r, r BENEATH HABITABLE ROOMS PERt•ENDIOJLAR 24 6 6 1-1/6' LONG id COATED NAILS OR EGZAVALFNT DRYWALL omeg15. SCREWS SHALL COMPLY WI1N SECTION R162331 WALL EITHER DIRECTION 24 e n 13 GAGE, I -NW LONG, 1e,64' HEAD,: Dane' P14I-30' LONG, OVULAR - EN BED, OR 6d COOLER NALL, 0062' DIA, 1-1/11' LUNG, V4' HEAD, OR GYPOIM BOARD NAIL. DOSE' DIA.1-fro' LONG. 19/64' MEAD. WALL EITHER DIRECTION 16 a I6 APPLICATION WITH ADHESIVE 3/6'CEILING PERPENDICULAR 16 16 16 ears Ab ABOVE FOR 3ro' GYPSI11 WARP AND GIPSUM PANEL PRODUCTS WALL EITHER DIRECTION lb 16 24 I/t' OR b/w CEILING EITHER DNECTION 18 I6 Ib SAME AS At�C7vE V2' AND D/6' GYPe1M BAMm ANp GYPeui PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 n I6 WALL EITHER DIRECTION 24 I6 24 TWO 3ro LAYERS CEILING PERPENDICULAR I6 16 R6 ease PLY NALme, AAABOVE POUR:? G-rr1UM BOA1m AND GYPdN PANEL PRODUCT4 FACE PLY %STALLED WITH ApVCe1VE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (UPS) 8d COMMON (0.131' PIA, 2-1/2' LENGTH), 8d SOX (0JI3' DIA, 2-1/2' LONG), I0d COMMON (0.148' PIA., 3' LONG) I0d BOX (0.128' DIA, 3' LENGTH), Ibd COMMON (0.I62' DIA, 3-1/2' LONG), 16d SINKER (0J48 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., I-5/8' LONG ), 6d COOLER (0092' DIA, I-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF U1LPA GRADING RULES FOR THE UEBTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK CF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DE81GN MINIMUM PROPERTIES, JOISTS, WOOD TYPE, HF'2 - Fb0850 pal, Fv15 pet, Fc•I300 pet, E■1200000pei HF'2 - Fb•850 pal, Fv15 poi, Fc•I300 poi, E•1200000pe1 2X4 2X6 OR LARGER Mal 4X 6X OR LARGER PF-L'2 - Ro•900 pal, Fv•95 poi, Fe•1350 pal, E■1600000pci DP-L'2 - Fo•815 pet, Fv■85 poi, Fc•600 pet, E■1300000pe1 STUDS HF'2 - Fb•850 pet, Fv15 pal, Fc•1300 pal, E-1200000pat HP'2 - Fo-850 poi, Fv15 poi, Fc•I300 poi, E•1200000pei 2X4 2X6 OR LARGER POST 14F'2 - F2•900 pet, Fv95 pal, Fe•1350 pet, E•1600000pe1 HF'2 - Pb•900 poi, Fv95 poi, Fe•1350 pet, E•1600000pei PF-L'1 - Fb•100 pet, Fv85 poi, Fc•415 pal, E-1300000p81 DF-L'2 - Fo-100 psi, Fv85 pal, Fc•415 per, E•1300000pei 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLBZ SHALL BE 24F-v4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH TI-E FOLLOWING MINIMUM PROPERTIES, FP • 2,400 P81, Fv • 165 P81, Fe • 650 P81 (PERPENDICULAR), E • 1,800.000 P81. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL EY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'P8L' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,900 P81, Fv ■ 290 PSI, Pc ■ 150 P81 (PERPENDICULAR), E • 2000.00 PSI. BEAMS DESIGNATED A8 'LVL' SHALL HAVE THE MNIMUM PROPERTIES, Fb • 2,500 PSI, Fv • 285 PSI, Fe • 150 PSI (PERPENDICULAR), E • 1,900p00 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 P81, Fv ■ 400 P81, Fc • 660 PSI (PERPENDICULAR), E • 1300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L240. FREFABRCATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED N THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED EY A LICENSED PROFE88ICNAI- ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITHN AN APPROVED FASTENER (SUCH AS SIMPSCN STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT SEAR ON THE WALL ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE ed COMMON • 6' O.G. • PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL ISE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Bd COMMON AT 6' O.C. • PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL PLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL EE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN 841C1-1 A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL EsE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS N SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, PECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. OR DOORS. WINDOW AND SKYLIGHTS PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN NSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION NSTRUCTION8 SHALL BE PROVIDED BY THE MANUFACTURER FOR EAC1-1 WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMEIXGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAN ONE OR MORE BLEEPING R00M8, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED N EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCIP OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION, STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF2008QFT. MINIMUM OPENING AREA, ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 61 SQ. Ft. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT, THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH, THE MN NET CLEAR OPENING WIDTH SHALL 13E 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW 18 PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR, WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL EE PROVIDED WITH A WINDOW WELL N ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRO SECTION R305,4 I. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS N SLIDING, 4 SIFOLD POOR ASSEMBLIES PER IRO SECTION R308AJ. 2. GLAZING ADJACENT TO DOORS - PANELS WITHN 24' OF EITHER SIDE OF THE DOOR N CLOSED POSITION PER IRO SECTION R308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT, THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRO SECTION R308,43. 4. GLAZING IN GUARDS AND RAILS PER IRO SECTION R308AA. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING 140T TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE 18 LE88 THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRO SECTION R30SA.5. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE 18 LESS TFIAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRO SECTION R308,4.5 8 GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING 18 LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION R300.4.1. INSULATION AND MOISTURE PROTECTION R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS R302.10.1 THROUGH R302.105. R30210.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN 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 NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 18 INSTALLED N SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT 8E REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL ESE REQUIRED 10 MEET A SMOKE -DEVELOPED INDEX CF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CANNLC 81022. 3. FOAM PLASTIC INSULATION 844ALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE AWN E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.I WHERE TESTED IN ACCORDANCE WITH CAN/ULC 61022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO 8E TESTED IN ACCORDANCE WITH CANNLC 81022, PROVIDED SUCH INSULATION COMPLIER WITH THE REQUIREMENTS OF SECTIONS R302.10.I AND R302.103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH OPEC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OF OUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED N ACCORDANCE WITH CPSC 16 CFR, PARTS 1209 AND 1404. R30210.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS 8HALL HAVE A CRITICAL RADIANT FLUX Not LESS THAN 0.12 WATT PER SQUARE CENTIMETER R302.105 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE N ACCORDANCE WITH AS1 1 E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL 13E SEALED, CAULKED, GASKETED OR UIEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R112)2.1 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6,1, 8, AND MARINE 4. EXCEPTIONS, I. EASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS N TABLE R1021.1 18 MET. R102.12 MATERIAL VAPOR RETARDER CLASS, THE VAPOR RETARDER CLASS SHALL BE BASED ON TI-E MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING 814AL1- BE DEEMED TO MEET TI-E CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL CLASS II: KRAFT-FACED FIBERGLASS BATTB. CLASS III: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES CF THIS SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL ESE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMNUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED N TABLE R1033(1.). 2. BRICK VENEER WITH A CLEAR AIRSPACE A8 SPECIFIED N TABLE R10313.4. 3. 011-ER APPROVED VENTED CLADDINGS. WSEC R402,4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4J THROUGH R402A.4. R402A.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR EXCHANGES PER HOUR INSPECTIONS AND POSTING OF CERTIFICATE WSEC R40L3 A PERMANENT CERTIFICATE SHALL BE COMPLETED 8Y THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE 18 LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES 814ALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (81-48, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAN COEFFICIENT (SHOO) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 18 MORE THAN ore VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA THE CERTIFICATES SHALL LIST THE 1 Tr'k8 AND EFFICIENCIES CF HEATING, COOLING AND SERVICE WATER I4EATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASE180ARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTEP ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC 1-EATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT EE LISTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED N ACCORDANCE WITH MU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED N 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED EY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC EEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL SE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402A.I THROUGH R4024A. ING NOTES: RODENT PROOFING: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON BRAN INLETS SHALL BE DESIGNED AND INSTALLED 80 THAT NO OPENING EXCEEDS 1/2 OF AN INCH N THE LEAST DIMENSION. 312.12.1 METER BOXER SHALL BE CONSTRUCTED N SUCH AN MANNER CHAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE 50X INTO THE BUILDING. 312.122 METAL COLLARS N OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE N WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENNGS SHALL 8E CLOSED AND PROTECTED EY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1,2 OF AN INCH IN THE LEAST DIMENSION. WATER HAMMER: 609.I0(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE INSTALLED SHALL ESE PROVIDED WITH WATER HAMMER ARRESTERS) TO ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING CF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POS818LE TO QUICK ACTING VALVES. LLI TIGHT SECTION R404 LIGHTING EQUIPMENT PER SEC R404.I - A MNIMUM OF 16 PERCENT OF LAMPS N PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LEES 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 81X OR MORE RISERS. EXCEPTION, A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.5 IRO 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 BUILDNG WIRING. EXTERIOR STAIRWAYS PROVIDING ACCE8 LTD. E I V E D A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL 5E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT TI-1- TUKW1L1 LANDING OF THE STAIRWAY. DRILLING AND NOTCHING STUDS rA;n 07 2048 PER SEC R.602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWNG: I. NOTCHING. ANY STUD N AN EXTERIOR WALL OR BEARNG PARTITION SHALL SE PERMITTED TO 8E CUT OR NOTCHED TO A V IT CENTER NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONEEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO ESE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE 140LE IS NO MORE THAN No INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED N THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED N EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% 84-14L1- ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(U AND R6023(2). EXCEPTION, USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602.6.1 WHEN PIPING OR DUCTWORK 18 PLACED N OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -BEARING S ALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT CP IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND I-I/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10e1 NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES At EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MNIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R6026), 'rl co 171 �VJ rV U REViEVVED FC? ODE COIN'?LIAI' CE APPROVED', MAY 01 2018 City of Tukwila UILDING DIVISION 1. Contractor or builder must verify all din fensions before proceeding with construction 2. This plan was designed to be marketed throughout many municipalitie s; The purchaser must verify compliance with ail local applicable building' codes where the home is i to be constructed. - 3. Purchaser should have plans reviewed by i} lic- ensed builder and ;struct- ural engineer for c p:npli- ance to specific site con- ditions. 4. These plans sho,.ld not be altered by other than a qualified designer, , rchi- tent, or structural ei gineer. Plan No: L2.2802-3L, Date: 2015 EXCEPTION, WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOT OR CUT IS COVERED 8Y WOOD STRUCTURAL PANEL SHEATHING. N-1 T ATI T OOF ATTIC EEINTIL4TION CALCULATIONS NT MOM A THD 24 1-4 wet. UJI-10LE HOUSE VENTILATION SYSTEM SEC. M1501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% t NOT MORE THAN 50% OF REQUIRED VENTS SHALL ISE IN UPPER PORTION Of VENTILATED ROCF SPACE (NO MORE NAN 3' BELOW 114E RIDGE OR HEST POINT) WITI4 714E BALANCE CP REQUIRED VENTILATION PROVIDED 113Y EAVE VENT. PER IRC 806.1 ENCLOSED ATTICS AND INCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE Of ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST TI4E ENTRANCE OF RAN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED lUI/14 CORROSION RESISTANT WIRE 11E844, WITH lie MN. 4 ko' MAX. OFENINBS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW CF AIR (MN. SPACE BETUEEN INSULATION AND ROOF SHEATHINGo VENT LOCATION. 6AFFLIN13 OF TI4E VENT OPENINGS 6144U. 13E INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTAU-EP FROM THE TOP OF 114E OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, t 12' VERTICALLY ABOVE LOOSE FILL INSULATICN. (ALL CALCULATIONS WILL SE NET FREE AlA) UPPER ROOF: (AREA 1) 1,61i MET. OF ATTIC AREA/300 • 551 SO. FT. OF VENTILATION REQUIRED (802 EQ. NCI4E/3) UPPER VENTS • 401 Sq. In. (S 050 VENTS) LOVER VENTS • 401 Sq. In. 20 EAVE VENTS x PER BLOCK • 240 Sq. In. 4 AMC VENTS x 50' TER VENT • 200 Sq. In. I..OWER ROOF - GARAGE: (AREA 2) 252 SQ. FT. OP ATTIC AREA/300 • 134 EQ. FT. OF VENTILATION REQUIRED (12160. INCA-ES) UPPER VENTS • 61 Sq. In. (2 AF50 VENTS) LOWER VENTS • 61 Sq. In 6 EAVE VENTS x 12' PER BLOCK • 12 Sq. In. NOTE: WEER ROOF VENTING PROVIDED BY 1'x10' AF50 ROC* VENTS. (50* N. PER VENT) NOTE) EAVE VENTING PROVIDED BY (4)-2 IN DIAMETER 'IBIRD HOLESPER EAVE BLOCK (4)-2 1/8' DIA 140LES • 14.16 Sq. In. WO MESH NFA w/ MESH • 12' Sq. In. PER BLOCK 1-OWER ROOF - COVID PORCH: (AREA 3) 44 Sa F. OF ATTIC AREAcom • SCL FT. OF VENTILATION REQUIRED (22 SQ. INCE:ES) EA'EVENTSu II Sq. h I EAVE VENTS x 12' PER BLOCK • 12 Sq. In. UF'PER VENTS • II Sq. k (C.CNIT.ROOF-2-114LL VENT) 8.5 SQ. IN. X 2 LF(TRi6 %MIT SQ. IN. PER TRUSS BAY II SGL N. REQUIRED/ 11 13Q. IN. I BAY NOB UPPER ROOF VENTING PROVIDED BY COR-A-VENT ROOF-2-WALL VENT (8.5 SQ IN. PER LINEAL FT) 30' -0' (15 EAVE VENTS) 51 10'-0' (3 EAVE VENTb) (AREA 1) (AREA 2) (5 EAVE VENTS) (AREA 3) 29.-0' (3 EAVE VENTS) 11'-0' (1 EAVE VENTS) COR-A-VENT CONTINUOUS ROOF-2-WALL VENT. PROVIDES 85 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIPE CLEAR SLOT IN ROOF PECK AT OR NEAR THE TOP.) MECI4ANICAL 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 BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A ISEDR0011, ESATI4ROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT EUFWACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS-BUFNING APPLIANCES SHALL NOT BE INSTALLED N A PIT. BASEMENT OR SIMILAR LOCATION WI -ERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOvE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS NIGH LOCATION IS PROVIDED WITI-1 AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAs. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLoW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL ISE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL Ti4E PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF iw-ruRATURE WSEC SEC. 403.1.1 VENTILATION EVER FACTORY BUILT CHIMNEY, L VENT, 11 rt 5 GAS VENT OR 1 SW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTNG, MFRS INSTALLATION INSTRUCTIONS AND APPLICABLE COPE REQUIREMENTS. A 1 L VENTING SYSTEM SHALL 'TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGI4EST POINT WHERE THE VENT 10488E8 THROUGH TI-IE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF TI-E BUILDING WITHIN 10' OF 114E VENT. UTILITY ROOM NOTES/Mos/GE UP AIR 1. WHERE TI-IE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF TI4E EXHAUST DUCT SHALL BE IDENTIFIED CN A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITI-IN 6 FEET OF THE EXHAUST DUCT coNNEcTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. W14ERE A CLOSET IS DESIGNED FOR THE INSTALLATIoN CF A CLOTHES PRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 50. INCI-IEES FOR MAKE UP AIR SHALL ISE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. c • 100 SQ INC14 TRANSFER GRILL PER IRO G2439.4 (6146) INTEGRATED 24 I4R WHOLE HOUSE VENTILATION SYSTEM. SEC. MISO, AS AMENDED BY LUASHINGTON STATE MI501.1 GENERAL LOCAL EXHAUST OR WI4OLE-HCLISE MECI4ANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL ISE DESIGNED IN ACCORDANCE WITH THIS SECTIGN. MI5012 RECIRCULATION OF AIR EXHAUST AIR PROM EATI4ROOMS ANA TOILET ROOMS SHALL NOT BE RECIRCULATED) WITHIN A RESIDENCE OR TO ANOTI-ER DWELLING UNIT AND SHALL EsE EXHAUSTED !DIRECTLY TO THE OUTDOORS. !EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SI4ALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF 714E BUILDING. MI5013 UJHOLE-1-10USE MECHANICAL VENTILATION SYSTEM W14OLE-HOUSE MECI-IANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5013.1 THROUGH MI50133. MI5013.1 SYSTEM DE/MGR EACI-1 DWELLING UNIT OR GUESTROCT•1 SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M150134,11150135, MI50136 OR MI5013.1. COMPLIANCE IS ALSO PERMITTED TO ISE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL. MECHANICAL COPE OR ASHRAE STANDARD 622. MI50132 CONTROL AND OPERATION I. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL 113E READILY ACCESSIBLE BY 714E OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE vENTILATICN SYSTEMS 814ALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF T146 SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL EsE CONTROLLED EBY MANUAL SWITC1403, DEHUMIDISTATS, TIMERS, OR OTI4ER APPROVED MEANS. 4. CONTINUOUS WHOLE•HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE-14GUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND ISE EQUIPPED WITH AN OVERRIDE c.oNTROL. A 'FAN CA4' SWITCH SHALL BE PERMITTED .48 AN OVERRIDE OGNETRoL. CONTROLS SHALL EsE CAPABLE OP OPERATING THE vENTILATIGN SYSTEM WITHOUT ENERGIZING OTHER ENERGY-cONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SMALL EsE AFFIXED TO THE CONTROLS THAT READS 'W1-10LE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS): 5. INTERMITTENT WI-10LE-NOUSE VENTILATION SYSTEMS. INTERMITTENT WIoLE-i-loUSE VENTILATION SYSTEMS SHALL COMPLY WITH 1148 FOLLOWING: 5.1 TI-EY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL 14AvE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCEP-AIR SYSTEM FANS, OR SUPPLY FANS WIT-10UT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 52 THE SYSTEM SHALL 15E DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY 84680 ON THE ru OF CONTROL TIMER IN/STALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT CV EVERY FOUR. 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-14OUR CLOCK TIMER. 5.6 5.1 AT TI-E TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN 5)3 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)! MI50132.1 OPERANT,* INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A W1-101-E-1-10USE VENTILATION SYSTEM OPERATION DESCRIPTION. MI50133 MECHANICAL VENTILATION RATE TI-E WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EAC-1-1 DWELLING LNIT AT A CONTINUOUS RATE OP NOT LESS THAN TWAT DETERMINED IN ACCORDANCE WITH TABLE MI50133(1). EXCEFTION: THE WHOLE-140USE MECHANICAL vENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-HOUR SEGMENT AND TI4E VENTILATION RATE PRESCRIBED N TABLE MI50133(I) IS MULTIPLIED BY TI-E FACTOR DETERMINED IN ACCORDANCE WITH TABLE M15013.5(2). 11150135 WHOLE-14DUSE VENTILATION INTEGRATED WITI-I A FORCED -AIR SYSTEM, THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE-NCUSE vENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR vENTILATION SYSTEMS. A SYSTEM w14101-1 MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FORA WHoLE-HoUSE VENTILATION SYSTEM. M15013.5.1 INTEGRATED UJHOLE-HOUSE VENTILATION SYSTEMS, INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCEP-AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL 14AvE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A PONT WITHN 4 Fr UPSTREAM OF THE AIR HANDLER THE OUTD0OR AIR INLET DUCT CONNECTION TO THE TUFN AIR STREAM SHALL BE LOCATED UPSTREAM OF TI4E FORCED -AIR SYSTEM BLOWER AND SHALL NOT ISE CONNECTED DIRECTLY NTo A FURNA.CE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER TI-E SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO TI-E AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. 11-E REQUIRED FLOW RATE SHALL ISE VERIFIED BY FIELD TESTING WITH A FLOW 140012. OR A FLOW MEASURING STATION. 111501.3.52 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. MI501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OT1-ER MATERIAL.. OUTDOOR AIR INLETS 131-1ALL BE LOCATED 6045 NOT TO TAKE AIR FROM THE FOLLOWNG AREAS: 1. CLOSER THAN 10 FT PROM AN AFFLIANCE VENT OUTLET, UNLESS SUC14 VENT OUTLET IS 3FT A80vE TI4E OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODoRS, FUMES OR FLAMMABLE vAPORS. 3. A I4AZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE NAVING ANY MEL-BURNING APPLIANCES THEREN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 18 .47 LEAST 3 FT ABOVE T14E AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 111501AI LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL. EXHAUST WALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfln AT 0.25 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROCMS AND 100 cfln AT 02S INCHES WATER A411"-)P FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER WI 916 (APRIL 1959.) OR AMCA 210. EXCEPTION WHERE A RANGE 4-1000 OR DOM DRAFT EXHAUST FAN 18 USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITC1-1ENS, THE RANGE HOOD OR DOUJN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfln AT 0J0 INCE-FES WATER GAUGE. M1501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL WATCHES, DEHUMODISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL ESE READILY ACCESSIBLE. T M101.3.3(1) CONTINUOUS WI4OLE HOUSE MECHANICAL VENTILATION SYSTEM AIR PLOW IRATE REQUIREMENTS. DWELL ING UNIT FLOOR AREA(SF.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN CFM <1,500 30 45 60 15 SO 1,501-3,000 60 15 90 105 3,001-4,500 60 15 SO 105 120 4,501-6,000 15 SO 105 12m 135 6,000-1,500 SO 105 120 135 150 >1,500 105 120 135 150 165 TABLE MB01.3.3(2) INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION IRATE FACTORS RIJN-TIME % IN EACI-1 4-HOUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 15 13 10 T MISOTA MINIMUM REQUIRED LOCAL EXHAUST RATES FOR ONE- AND TWO-FAMILY DWELLINGS AREA TO I5E EXHAUSTED EXHAUST RATES KITCHENS 100 cfln INTERMITTENT OR 25 cfln CONTINUOUS 154114ROOMS-TOILET RMS LAUNDRY ROOMS INIPOOR SWIMMNG POOLS 4 SPAS MEC.HANICAL EXHAUST CAPACITY OF 50 cfln INTERMITTENT OR 20 am CONTINUOUS 20IS Y CODE COMPLIANCE AND OPTICNS 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (Ia, 3a, 5a, Sc 3,5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION 1.1.0 28 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-I0 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA 8Y 5%. 3a - HIGH EFFICIENCY I-1VAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR 01L-FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS NSTALLE1D IN II-1E HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL 15E RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE !BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. Sc - EFFICIENT WATER 14EATING (1.5 CREDITS) WATER HEATING SYSTEM SHALL NCLUIDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF oni OR - SOLAR WATER I4EATI14G SUPPLEMENTNG A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kill, BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PEIFFORMANCE CP 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF CF 2.0 AND MEETING 114E STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION !BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT rTru AND THE MINIMUM EQUIPMENT EFFICIENCY ANP, FOR SOLAR WATER HEATING SYSTEMS, T1-E CALCULATION OF THE MINIMUM ENERGY SAVINGS. RECEIVED CITY OF TUKWILA tal 7 2513 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable 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: L2-2802-3L Date: 2015 M15014 LOCAL. EXHAUST LOCAL EXHAUST SHALL ISE PROVIDED N EACH KITCHEN, BATI4ROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS UJI-ERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNEP TO HAVE TNE CAPACITY TO EXI-1AUST THE MINIMUM AIR FLOW RATE DETERMINED 114 ACCORDANCE WITH TABLE MI501.4. N-2 t'ASONRY VENEER - GENERAL NOTES PER SEC. R103.5 ANCHORED STONE AND MASONRY VENEER SHALL SE INSTALLED IN ACCORDANCE WITH THIS CHAPTER TABLE R1033(1) AND FIGURE R103B. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SpC p0 4 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAF LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAF BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC D0, DI, 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (NOOK INTO VENEER REINFORCEMENT WIRE). - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER - AIR SPACE MINIMUM 1 IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. "EST ELEVATION I/4"= I'—O" 51 12 SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM 12 NORTH ELEVATION I/4"= I'—O" FLASHING ADHERED CULTURED STONE STONE VENEER N.t& 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, tYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS SI-EETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHNG, TYP. TRUSS OR RAFTER PER PLAN ROOF TO U ALL PI-ASHING DETAIL- N.T.S. 12 12 WCATFKER RESISTANT SWATHINGOSUBSTRATE O� FINISH SIDING GSM TRIM PLASHING WITH 3" MIN. VERTICAL LEG HORIZONTAL WOOD TRIM HORIZ. TRIM 14T SHEATHING/UJOOD STUDS N.T.S. q A \\\�,�\�m\\ UUV\UU vim \ %taw ImLnisw- 1111 \\A GABLE END DECO BRACE COMP ROOF BOARD 4 BATT SIDING CEDAR SHAKE SIDING 5/4xS BADE W/ IX3 RAKE TRIM 5/4x6 BAND W/ 2X3 GAP 5/4x6 ININPOW , DOOR * CORNER TRIM 0 FRONT 5/4x ' TRIM 5/4x4 CORNER BP'S CONT. SUTTER 6" EXP. HORIZ. SIDING STONE VENEER (A OHl REP) GRAPE TO SLOPE MAY FROM FOUNDATION -A MIN. OF 6" WITHIN THE FIRST 10' SOUTH !L!VATION I/4"= I'—O" IIIIIIJIIIIuII l EAST ELEVATION I/4"= I'—O" r ‘UN\Uv\W ROOF DRIP EDGES PER SEC. R305.285 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP r COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVEp 12 I "r tYP PER SIDE IF SITE REQUIRES € As 07 2013 PERMIT CENTER HOUSE NUMBERS TO SE 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 I/2' PER SEC. 10319.1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify ell 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: L2-2802-3L Date: 2-28-18 ♦ ♦ ♦ 301-0' 13'-0i' 16'-11k / Le. 9'-3i' 81-5' 81-1' 5/0x4/0 / / X. SG. 8/0x4/ XOX EGRESS 12 SO TUL3 -144 s (------) MASTER .� ��• '." BEDROOM ►- MASTER VAULTED CEILING BATH 8' CLG. EP^ 110V 61-Si' 3'-01' ._,. 5'-11i 2'-8' 101-61' \\X CLOSET in 1' LY 4 in 8' CLG..ti --- PAIR 67 w - - 50 CFM:14-to BP to BEDROOM 2 *A 1uTIL 8' CLG 2L © U! Ii_ _ 10 e i ® S.D. $ y w in ® 3 BP j"r c . ♦ - ^ IL 34a-38' • w NOSING. 8' CLG. itO \ -14 tp OPEN TO BELOW I 1 ° I N EP. I- -♦ - - -' 50 CFM a B�GLTCx 1'-4' 3'-11 In tL O O m 16 R S.D. ki � 1IOY 9 vsl RTED� PLAYROOM, ' -- - v^ 1B 8' CL ' I 1 EGRESS M. 9 1- BP /0x4/0 XO \vvvvvy9v vvoffvvvvv 2/0x4/0 FX 4 EGRESS 1 C /0x4/- 6'-0' XO 3'-2' 3'-11' / 3'-0�' 9'-2' 2'-10' / / 11-0' 12'-0' 5'-2i' / 5'-10' / / 19'-0' 11'-0' / 30'-0' UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST PUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PER'1ANENT 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 PROvIDEP IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. mma ■ 100 SQ INCH TRANSFER GRILL UP%'ER LOOR FLAN I/4"=11-O" USING EXHAUST FANS: PROVIDE WI -IF 4 FRESH AIR INTAKE PER SHEET N-2. *REFER TO SHEET N-2 TABLE 150133(I) 4 I50133(2) FOR FAN SIZING AND RUN TIMES GENERAL NOTES: 1. 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 ANP 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.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 10 GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACI-I SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO SE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. -SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 13215. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN 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 R403.53. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.I. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R30332. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1, WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS ANP THE PIPING IS LOCATED LESS THAN I-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, PIPE SHALL BE PROTECTED BY SHIELD THAT COVER THE WIDTH OF THE PI FRAMING MEMBER AND THAT EXTEND THAN 4 INCHES TO EACH SIDE OF THE MEMBER WHERE TH RAMING MEMBER PIPING PASSES I''• H IS A BOTTOM BOTTOM of* PLATE OR TOP T' SHIEL►`- S 'off ALL COVER THE FRAM D NOT LESS THAN 4 IN•T a T FRAMING MEMBER ^ • NOT HAN mot' ea= LOW THE TOP FRAMING ,sj 4 C CESS GHEE OR DOORS PPEP AND INSULATED TO L . DUI r�T TO THE NSULATION ON THE RROU SUWAGES • E HOUSE VENTILATION 24 IHR TIMER READILY E88IBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC MI502.4.51. TI-E MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10b62mm) FROM TI-IE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER 7O THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH TI-E TABLE MI502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAYING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402A.1.1. UJIHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. •REFER TO SHEET N-2 TABLE 150133(I) 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. INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRG INTERIOR STAIRWAYS SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY PoWERFRCM 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 R303.8 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 GRAPE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LKaNT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 40'-0' / 10'-0' 10'-0' 1'-5' 2 -1' 5'-2' 4'-10' / / 20-0' 10'-0' 10'-0' / ♦ 1 . I ' 1 'n I - - 0 ;n - - -�c -off' ' :o al \ ' COVERED PATIO ♦ ♦ 9' 6/0x6/10 6/0x1/0 TRANS. CLG & p SG. ABOVE METAL FIREPLACE INSTALL PER MAR SPECS. PROVIDE SQ. IN. OUTSIDE s, �%. 6' AIR in �� -r P.Y.lc in GREAT 1 ROOM F/P�TION.4L I 1 NOOK :c 9 CLG I '"'j ♦ I 9' CLG L.. - .... \ 21-0 2'-11' 1-'-5 _,,,...- ' 10'-1 ♦ in ♦ \\\ \ - \\ \� ,,,,,,. �- ARCH 2 K L� in / O 71 IDw ''� , EAT =AR - DINING 4. �•- _ ROOM p in s.c-N 61 eD N ♦ �� ; w. 0 9' CLG \ 1W/ M CRO KITCHEN w 61 '� ABOVE 9' CLG c-`v 100 CFMVTO S REFRIG. AIH 2 RED CLG. LNI. 2X6 WALL \ F = _ _ \- mot- _ o��o�\.`. ‘ C U C) I UP UND =R STAIR - - - ».om....�..w.tiw>>a...��.ov .v. t6 R i PRC)TECTION PANTRY I I .n PER R302.1 9' CLG in Imo- _ _ c� ` Iz 3WOOD 6' WALL AP STA pE_ I in Y R 1 -° CLCx opt ACCE$� I x Y ticAIL i 4 1 k, : iA �-- 10'-6' ___ 2-311 2'-1' 3'-1' 4'r11't ='� , I \ X �Nc.N ♦ 361X36' LANDING i CRAWL MINIS' ACM 4' 1/ �� 1'11' , ''.,...,,, S in . ♦ ♦ PAIR L aRG+ \� �o \ �-� 9..��-,�� vvv vy \ �� WALL HWHED c- RINNAI RSL1511 NAT. GAS HOT WATER SYSTEM ENTR.Y { OUTDOOR (ENER FACTOR=091) COMBUSTION AIR A CLG v 0 B/4 BATH t SHALL IRC G2401.6. OPENING CHASE. BE PROVIDED PER 14'a' MIN. SOLID CORE PROVIDE ONE SELF CLOSINGVERTICAL PERMANENT 000R - THROUGH MECH.OR 20 MN. RATED - - 9 CLG--� 0 9. \ 6x6 PT. POST ♦ 50 cr 10'-41' / W/ GGQ CAP 4 CBQ BASE 18'-1 ' @0inC _ 0 am`! ♦ SARA6E2/0x5/0 Ns-- OO�A IL SH 9 : ;- 9 , . USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS COVERED AND BEAMS IN 1/2 GWB PORCH in r NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, Ill 8/0 x 8/0 O.H. DOOR 8'-3' RO. MIN. 26 GAGP STEEL. m ` .. ,"„ la ♦ LANDING A7 'EXIT' DOOR - 16/0 x 8/0 OH. DOOR 16'-3' RO. NOT 18 70 i5E NGHE9 LOWER FROM t0� 'HAN OF .. N THRESHOLD. (R3113.1) r 5'-6' 4'-6' / 10'-0' / 9'-6' BLUE 18 AWG TRACER WIRE ,REQUIRED At NON - PIP ER UPCSERVICE 9'-6. 19'-0' 2' / 2'-44' 3' 4'-9' 6'-3' / 40'-0' MAIN FLOOR FLAN I/4"=11-O" MAIN FLOOR: 1244 SQ. FT. UPPER FLOOR: 1555 SQ. FT. TOTAL: 2502 SO. FT. GARAGE: 511 SO. FT. FRONT PORCH: cf I SO. FT. REAR GOV'17 r,EGK: 55 SO. FT. / • COPYRIGHT 2010 Landmark Deakin Ino. ALL R1G4 t5 IFE5ER .EP RECEIVED CITY OF TUKWILA MAR 07 2l3.3 PERMIT CENTER REVIEWED -FOR CODE COMPLIANCE APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable 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: L2-2802-3L Date: 2-28-18 2 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 presented to the building inspector at time of footing inspection. 40'-0' 20c0' l'-4 6x6 P.T. POST W/ P15 BASE ON 30"x30'xI2' CONCRETE FT. W/ 3-04 !BARB E.W. 1 .... -... , \ .0 III, 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL E3ASE I . 5.. . '-4 " '-4 ' • 4 BARS Ii 1 .".A. *Oeb.... .X., 11.5' 0.F. A or et \NN b C4 LSTA 30 RIM '.."4i/--- -1.... I- . b II CONCRETE 361x361x5'' a/ 4 EACH 04 15AFS FTG. WAY - i. 4'-3 ' 4'-3? 82 2'- I • • a - 411i --i ......._ =i-rz 301x301x/3" CONCRETE w/ 3-04 EAIRB EACH PTG. PAY 6 cmigui. ii . . -I' ,-, 4 _4 iL4P 2'- 1* 21-`1 V- 6 MIL TWbUG44UT ' V -ft, PLICE3 C 12 \ _ . . 1 / / . lik th . Alb> VP 1W MIP` 1 villWAIW -,::„ ,..w,--....,..- .)." . A ri _ - - _ .."•-•:>-- ....„, 2 -- 1-:, . 5 -1Ik '--- ). \\' • -- i 9 fKg ---- 65(36' 1 - LANDING' 111 4 RAUL MIN ACCESS la'Aft4*/ .e \\I 0 LOCKOUT FOR DOOR,„. .. "Se . .0 %V .0 •4 1.91 1..+1 = .44 10 • VE14. IMPACT 82.0 : 4: !BARRIER itv-6i• AA Zs4 4' CONC. SLAB OVER 4' COMPACT mar I 6x6 P.T. POST .'1 :4 111/ CEO BASE ON 36'x36`x12" CONCRETE 11.1/4-04 EA. PTG. WAY SAND AND GRAVEL EASE SLOPE 3' TO DOORS 1 7i1 r --41 481x45.43' 74 CONCRETE F% ir.:- ff---- M la-4 BARS EACH WAY ' 4x4 P.T. POST W/ P15 15ASE '1. . IIL': 10-2' \ L_ ____ iv-tok • 4 15.4FM, IS' 0.C, '`' 4* ' CONC. 51-43 ' Z? 1- 8/0 x 8/0 O.H. POOR s'ii' RO. 36x36x5 CONCRETE FTG. W/4-404 EA WAY 0‘/E SAND AND 4COMPACT GRAVEL SASE cON0N2c4RE'x2TE4'xIFT2'8. I 16/0 x 8/0 O.H. DOOR 16'-3' R. tr1 41 CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASWING OR APPROVED MEMBRANE STUB 44 BARS INTO CONC. SLAB 181 O.C. 5._ . 442' 41 51-6' 4'-s' 6-3. 40'-0* FOUNr;ATION PLAN COPYRIGHT 2011 Landmark Design Inc. RIGI-ITS RESERVED - 4' 0 SCHED. 40 OIL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 3/16 VEHICLE IMPACT BARRIER DETAIL 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 comer of the building nearest the property line and not necessarily measured from the exterior foundation. FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO 13E 4x10 DFL '2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTI-IERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM A5OVE. 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 U.EATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. O. 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 OP THE FLOOR INSULATION. 5. INTERIOR GRAPE OF CRAtUt. SPACE SHALL BE SLOPED TO DRAIN AND INSURE TI-IE REMOVAL OF WATER 10.PREVENT UJOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEM15RANE. II. 41 INDICATES 'SIMPSON' 14OLDDOlUN. 12. ./A SEE SHEARUJALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (SHT 81.0). 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 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS VENTILATION CRAUL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 829 SC1. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS IREQ'D RECEIVED CITY OF TUKWILA KAR 7 208 PERMIT CENTER REVEIN;HD FOR CODE CO;.PLIANCE APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable 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: L2-2802-3L Date: 2-21-IS 6X6 PT POST W/ CCQ CAP t BASE 2.0 (31 2 ROOF VENTILATION C14LCUL4TIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAvE VENTNG. VENTILATION REQUIRED PER SEC. R806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS CF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN I/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAYING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE IA50 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS I-IT820 - BEAM TO TOP PLATE LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/82.0 C 31,,x1114LYL Cr 51/2x12GLIB Si fa LSTA24 - BEAM Q TO TOP PLATE • AT =•VE - • RED PLATE NSULATE PATIO ` 0/ 0 - 1/2 x 12 W' GLB PC CAP 0 I 0 / / (l)2x4 c,_ N• BEARING WALL % t/J/JJ'/!/!i'/iJ/eJJJllj 1 cot 0 0 0 0 DBL. JOIS)-,/ -10 GAitiu._�+ n n� ; otO 1 t_ 52.0 _. ARIyG WALL .--4 \� �IiL/�/%S/////T.//%!//J1�I/lL Jr/ll�:°\ '', HtS 20 BEAM t0 TOP PLATE 91 A1 \ t d~j ' cm / \ �~ \ ,--. = _ LL r I1 a I a O I 6x6 P.T. POST m W/ ECGQ CAP Q 9 4 LCB BASE a 66 2x • s2 sir 0 Lt S 210 HNGR'6 �11�7� 4 . - ra Lt a as 1 .fl 10 �'igT 54 x 11f4 LVLtag 1 l 7e I � ,n 31/2 x 15 GLIB 2.0 (3)2o4 3 t (5) 2x4 _w 4X10_ 4x12 c, _ _ CANTILEVER 4 x 12 mac_ .1 ttl CONT. p13L. TOP PLATE R-IO RI611, IN5ULATION CXTCRIOR SIDE Or WALL (SHADED AREA) 4X HEADER KING STUD EXTERIOR PLYWOOD TRIMMER H ES/I NSULAT I ON I3!TA I L NTS MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAIL FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS • 24' O.G. NAILED TOP 4 BOTTOM STAr� RED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF r2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED 111/R-10 RIGID INSULATION. S!GON7) LOOS 1 `AI " I I NG I- LAN 3. SOLID BLOCK BENEATH ALL POINT LOADS I/4"= I'-O ° FROM ABOVE. 4, FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOUP BLOCKING OR BY ANOTHER APPROVED METHOD. 5. • MSTG 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. .% REFER TO SHEAR WALL SCHEDULE. ACCESS •PER,IRG 001.I ATTIC 22•X6 FOR IANCE fROO APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1305.1.3 I. ATTICS CONTANNG APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 NCI -ES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES PEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES CF THE APPLIANCE WHERE ACCESS 18 REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 NCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: I. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.I3.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1-LAYER OF R-38 HIGH DENSITY (10-1/49 4 I -LAYER R-I1 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED N ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. RAM I NG FLAN I/4"= I'-O" O.H.12' MANF.TRUSSES *24'0.C. L5TA30 - HDR 4 SILL TO 3x BLOCKING. 8/62.0 ROOF FRAMING NOTES: I. ALL HEADERS TO BE 4x8 OF *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN PETALS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTUMRB SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. R801.1. 'ACCESS HATCHES OR DOORS SHALL BE WEATHER6TRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER,IRC SEC. R906. ALL FRAMING TO COMPLY WITH IRC SEC R302. 6. 4 REFER TO SHEAR WALL SCHEDULE. ROOF OVERFRAME NOTES: IRC SEC RS023 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS N DEPTH THAN THE GUT END CF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). 6X6 PT POST W/ PCZ CAP PB SASE NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER SAND O DNOTCHING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 409;, BORING 60%. - HOLES NO CLOSER THAN 5/8 NCH TO FACE OF STUD. RECEIVED CITY OF TUKWILA PERMIT CENTER RucID FOR CODE COMPLIANCE APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable 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: L2-2802-3L Date: 2-28-18 4 2x6 •1 DF STUDS m 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16cl FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED 1-10RIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS HORIZ. AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. kb' (TI- 'X' GWB APPLIED VERTICALLY W/ 1a0RIZONTAL JONTB BLOCKED AND FASTENED W/601 CEMENT COATED 116' CUP -HEAD DRYWALL NAILS W/0915' SHANK PIA. 4 1/4' HEAD DIA. SPACED 8' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS ANP WALLBOARD JOINTS MUST BE TREATED W/(2) COATS OF GYPSUM COMPOUND. A MIN. 2' PAPER PLASTIC OR FIBERGLASS TAPE MUST BE EMBEDDED IN FIRST LAYER OF COMMPOUND OVER WALLBOARD JOINTS. 2x SCREENED EAVE VENT BLOCKS W/(4) 21i6' HOLES EACH - PROVIDE APPROVED NSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. DESIGN: (ICC-ES REPORT - ESR-1365) WALL TY COMPOSITION ROOF W/ 30+' INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD 7(6' LPe FLAMEBLOCIK* FIRE -RATED 0815 SHEATHING W/15mm PYROTITE LAMINATE APPLIED 70 ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST EE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6c1 COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' 0.0 IN TI-IE FIELD. 511' THICK NOMINAL 3 PCP DENSITY UNPAGED MINERAL. FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD STUDS, CROSS -BRACING 4 TOP/BOTTOM PLATES. WEATHER BARRIER FASTENED OVER THE SHEATHNG USNG SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: 1. FIBER CEMENT BOARD 2. T1-118IDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIPNG E 43.4 - 1 EXTERIOR WALL ASSEMBLY EAVES 4 WALL WIT( -{IN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS w 16' D.G. 2x6 BOTTOM PLATE 1/2' SHT'G (API RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIPS) 1/2' GYP. BD 4' CONCRETE SLAB SLOPE TO DRAIN s� 4' BARS 18' O.C. MASTER SAM It !A, NOOK R-38 INSULATION HIGH DENSITY NO SrA1 HOUR IRE =RESISTIVE 1;ETAIL.S 12 GRAWLSPAGE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED ATTIC. SPACE MANUF TRUSSES 24'O.C. \ SEE ROOF FRAMING P IIMatots e, ttt LA.ai$ 14512!1f+L�1T1li� `�?a�iTiukammnmal- � !.J0, KITCHEN FLOOR CONSTRUCTION: 3/4' TIG PLYWOOD 8UB-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. U rip. INT. WALL (2) 2x in �GWB 2x4 STUD a 16' O.C. 2x4 SOT. tE NG SECTION 12 R-4' INSULATION STUDY MIN. 6x6 PT POST 7(6' LPe FLAMEBLOCKK FIRE -RATED 08B SHEATHING OR 6/e' TYPE 'X' GLIB SHEATHING ~' '--- SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRICTURES LESS THAN 5' FROM PROPERTY LINE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN 316' SHEATHING EXTERIOR WALL COVERING PER PLAN SCALE EAVES WITHIN 5'-0' CF PROPERTY LINE PER IRC 302 4 TABLE R302.1 M7242E9S6W STAIR NOTES: PER IRC R3IL1 • STRNGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXII'Ut RISE TO BE 1-3/4'. ' MNIMMRUN TOEE10'. ' T1NI .Pt HEAD HEIGHT TO BE • NIW U1 STAIR WIDTH TO BE 36'. ' PROVIDE CCIRMUOIJS HAND RAIL 34' TO 3S' OFF MAP NOSING ARID MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES HIV. 36' HIGH W/ CLEAR SPACE FER R31211 ANP 11212.12 HANDGRIP PORTION OF HANDRAIL MALL BE NOT LESS 1 V4' NOR MORE THAN 1' IN CROSS SECTIONAL PIM. • WINDING TREADS PER IRC R311.152.1 ' SPIRAL STAIRS PROVIDE MTN 1 IQ' RUN • A PONT LT' FROM WHERE TREAD IS NAR OVEST PER IRC R31L1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS FER IRC ON OPEN SIPE I' PT RISERS .„/ PT. 2X12 TREADS TO STR 36'X36' MIK CDR AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. ISONUS ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB-FLR GLUED 4 NAILED TO (SEE FRAMNG PLAN FOR SIZE AND SPACING) 588868888888886, R-S8 INSULATION GARAGE USE I/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (I) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERK. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC 12 4' 6PFERE SHALL NOT PASS TI4R000H 4 .C. HANDRAILS WILL CC RED OR SHALL TER'IINATE IN NIBLEL P06T OR SAFETY TER'IMALS PER IRC R310192 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HAORIP LS ANN HAVE EC CIRCULAR CI (SECTION OF IN' MN. 4 2' MAX EDGES SHALL HAVE A MN. RADIUS OF ly'. ALL REQUIRED GUARDRAILS TO ea 96' MN. IN HEIGHT. OPENMG6 FOR REQUIRED GUARDS CN THE NOES OF STAIR TREADS SHALL NOT ALLOW A WHERE 4 16C4E6 (152,m) TO PAN 1Hi00GFL FER MOP 114' PIOSING 1 7 MAX 6' 6PFERE WANE TO PASS THROWN OPENING CELOW STAIR INSTALL h' GUI • CEILNG, AHD WALLS (9) 2) I2 STRINGERS FIRE BLOOMS • no-6PAIJ AND N 611D W16/1.6 ALONG AW N LIE WITH 61RIMEFS F AREA SDEQ 2X4 THRJ5T CLOCK STAIRS IS 194N164EP INTERIOR DECK JOISTS PER PLAN DTSL J8T HU212 HANGERS ATTEEA. 8119.1142ER 3-2X12 P.T. BTRMGER8 RIOR STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING I0'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUC1-I AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES APPROVED MATCERIAL TO RANDESISTTTTHEEFREEWP�AGE OF FLAME AND PRODUCTS OP COMBUSTION. GRAPE srup NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. LESS OR EQUAL SUCCESSIVE STUDS. - NCH-IBEARING MAXIMUM NOTCH - HOLES NO CLOSER TI-1AN 5/8 INCI-1 TO FACE CP STUD. No SCALE CITY OF TUKWILA PERMIT CENTER 'LAVED FOR CODE CCIVialANCE APPROVED City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with 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 a Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con- 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2-2802-3L Date: 5 UPPER. LOOi;k ELECTRICAL 1/4°=1'-0" INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDNGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDNG WIRING. THE LIGHT SOURCE SHALL BE CAPABLE CF 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 TIC LIGHT SOURCE WHERE THE STAIRWAY HAS 8IX OR MORE RISERS. EXCEPTIONI A SWITCH IS NOT REQUIRED WHEN REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R3032, IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDNG 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. MA N LOOR ELECTRICAL 1/4°=1 i-0" RECEIVED CITY OF TUKWILA LIAR 072818 PERMIT CENTER ELECTRICAL. KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 1 LIGHT COMO RM- CARBONMOONNO. DET. IBACK IP ATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS -0-UC 4 V :D I 0k, CODE CO,'Al="LIANc APPROVED MAY 01 2018 City of Tukwila BUILDING DIVISICN 1. Contractor or builder must verity 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: L2-2802-3L Date: 2-28-18 GAS OUTLET HOSE BIBS EXT. FAN VTOS 6 GENERAL STRUC U 4L \OTES 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 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kr, = 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(I) Soo =1.0,1e=1.0,R=6.5 Ce = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDNANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF SEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 4V %o t1. % BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS II/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON J05 SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL SE MINIMUM GRADE 60 (Fy = 60,00 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT COMERS AND NTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL SE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED N PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (sS AND SMALLER) 2" ("6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL 8E AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF'2 OR BETTER POSTS DP2 OR BETTER 2x FR6I111sG 14F/2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR UJESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAN MINIMUM 6" CLEAR EETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX Of? COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UND. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO SE IN ACCORDANCE WITH ANSI/AITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F-VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL 8E 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 1/2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION NSTRUCTIONS. 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 SE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST UIEYERNAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 1:F2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL 13E TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" 0.O. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" 0.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED 50X 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" 0.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UND. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UND. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 344" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 84 COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED 50X NAILS AT 12" 0.G. AT INTERIOR SUPPORTS. APPLY /2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED 130X NAILS AT 6" 0.C. AT SUPPORTED EDGES AND 84 COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDNATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE J05 SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDNATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY UJRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO UJORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE UJRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER EAR tL 4LL SCI- FDULE MARK MINIMUM SHEATHING (I) SHEATHING NAILING (U ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX 8d a 6" O.C. 5/8" a 60" 0.C. Qall = 230 PLF A> OR 058 I/2" CDX Sd a 4" O.C. 543" a 32" 0.C. Qall = 350 PLF E> OR 065 /2" CDX ad a 3" 0.C. 5/8" a 16" 0.C. Qa II = 450 PLF >. OR 058 USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS F> SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES U ALL WALLS DESIGNATED" p" 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 5E THROUGH EACH EDGE OF EACH PANEL. NAILING AT NTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 230431 NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOUJNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE WASHERS TO BE 3" x 3" x I/4" PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM 4153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WND DESIGN IN ACCORDANCE WITH 15C SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0.C. STAGGERED. B 4 x 10 x St5 LVL T UPPER FLOOR A = 1,558 SQ FT Deco - GIRDER TO TOP FLAN.\ 4,1...4 ��`fin,\. Mtn LSTA24 - BEAM TO TOP FLATS x 12 GLB — � .A LOTA30-FDR4SILL TO 3x ELOCKNG. MP. 2 PLACES) LSTA30 - NOR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) x lids LVL._ 84 x r2 �,Le MAIN FLOOR A = 1,244 SQ FT STEPPED FOOTING DETAIL SCALE: '4' • r-m' METC40 HOLPOU1d ALIGN WITH EMBEDDED STHD TYPE HOLDCIN BELOW. SHEATHING 4 NAILI1,4 FER PLAN. SPLICE TO OCCUR ON COh9MP'ION MEMBER OR BLOCKING SEEATHNG 4 NAILING PER FLAN. MATCH WALL AEOVE UNA. 6'-0° MAX INIBH GRADE 1'4' CRIPPLE WALL WITI BC141.6 9' • I'-o' 16d • 16' O.C. 80LE PLATE NAILING. SUEFLOOR (3) 0d JOIST -TO -TOP PLATE UNA. MAINTAIN N. IVe' END DISTANCE. 2 x 6 STUD • 16' O.C. USE DEL STUD • ENDS OF SHEAR WALLS 4 HOLPOUNS. 10' 0' MAX 2x NAILER AND PT SILL w/ 41114, ANCHOR BOLT 4 3" x 3' x I ' WABI.E:R AT 5'-0' O.C. UNA MALT. MASA • 48' O.CJ BTHD TYPE HOLDOILN PER FLAN. µ EAR • 10° OC. - HORIZ %LEAR • 16' OC. - VERT. NI SH GRADE KFILL FOUNDATION 2'-0' ° R:Vi''4 D FCR CODE CC: `'LIAi'JCE APPROVDY) MAY 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA l'aR 8 7 23I3 PERMIT CENTER COPYRIGHT 2016, SEGA ENGINEERS w z ©IL O Z O • 0 0 ui �Luw cf) • Cl }CA / 0_ a w 1- 0 L 3/ 7 iiz" RATED SHEATHING 8de6"O.C.—.. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) 8d. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT 51M) TYPICAL ROOF FRAMING CONNECTION SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 8de4"O.C.—.. ROOF SHEATHING PER PLAN TRUSS OR RAFTER PER PLAN 2x NAILER OR TRUS5 wl I6d e 8" O.C. ROOF FRAMING e SHEAR WALL SCALE: I" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN TRUSS OR RAFTER (SIM ONLY) LUS HANGER 2x BLOCKING I6d a 4" 0C. SOLE PLATE NAILING. 8d a 6" O.G. UNO 34" SUBFLOOR JOIST PER PLAN US HANGER BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCALE: I" • 1'-0° 8de6"QC. SUBFLOOR PER PLAN AC POST CAP 4x4 PT POST (4x6 AT sPElc1=)� MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) FIG PER PLAN FINISH GRADE 2x BLOCKING w/ (3) Sd TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN FLOOR FRAMING AT CRAWL SPACE d+ r: I" • 1:-0" 1/2" RATED SHEATHING 8de6"O.C. (4" OC. e 5111.)- DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED. 5I-IEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. A35 a 48" O.C. (USE 24" O.C. AT SIM.) 2x BRACE PER TRUSS SUPPLIER OR a 48" O.C. SECURE w/ A34 EACH END. j 2x FRAMING PER PLAN. (HEADER a 51M.) ROOF FRAMING 6 GABLE END :I°•1'-0" MSTC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT 81M) (3) ad JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. IV END DISTANCE. 344" SUBFLOOR JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MN. 4 NAIL w/ 16d 0 6" 0C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" • 1'-0" MSTC HOEDOWN_ STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE LU5 HANGER BY TRUSS SUPPLIER TRUSS PER PLAN. 16de8"0.C.SOLE PLATE NAILING. RIM JOIST w/ (3) 16d a EACH JOIST JOIST PER PLAN (USE DBL, w/ LU5210-2 a HOEDOWN) 2x BLOCKING w/ A35 FRAMING ANCHOR TO TOP PLATE. BEAM PER PLAN FLOOR FRAMING 6 CANT. JOIST SCALE: 1" • 1'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD a ENDS OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a 9.0.G.) FINISH GRADE 12" AX. (S.O.. a SIM) 1'-6' MIN 2'-6" MAX. 8:: 51 8de6"0C. 34" SUBFLOOR I6d a 16" OC. SOLE PLATE NAILING. 34" SHEATHING ANCHOR BOLT w/ 3"x3"x1i4" WASHER SEE SCHEDULE FOR SIZE 4 SPACINGIJSE hie" 0 AT 60" O.C. UN.O. 2x PT SILL 4 =AR - HORIZ. STHD HOLDOUN PER PLAN. *4 [ BAR 9 24" 0C. - VERT. *4 BAR CONTINUOUS FOUNDATION AT CRAWL SPACE SCALE: I° • 1'-0" 8de4"0C. 344" SUBFLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR AT 6" O.C. TO TOP PLATE. EXTERIOR SHEATHING PER_ PLAN OR SCHEDULE Sde4"OC.� 2x BLOCKING w/ 16d a 8" 0C. 1/2" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) 8d TO 2x BLOCKING 2x BLOCKING w/ (2) 8d TO STUD EACH END 2x STUD FER PLAN LOWER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • 1'-0" 2x JOIST PER PLAN 1x FRAMING PER PLAN. (BEAM AT SIM) FRAMING AT INTERIOR SHEAR WALL SCALE: 1" • I'-0" I6d a 8" 0C. SOLE PLATE NAILING. 2x RIM JOIST. 344" SUBFLOOR JOIST PER PLAN BEAM PER PLAN. SHEAR WALL FRAMING AT BEAM SCALE: I" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 43"x3"x1/4WASHER PER PLAN OR SCHEDULE. USE 644 a 60" O.C. MIN. 6" MIN.. FINISH GRADE OR SLAB ON GRADE STHD HOLDOUIN PER PLAN 1'-6" MIN. 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 *4 BAR - HORIZ. *4LBAR a 24" 0.C. - VERTICAL 8° *4 BAR CONT. 1'4" FOUNDATION AT SLAB ON GRADE SCALE: I" = 1'-0" 16" MINIMUM vz" RATED SHEATHING w/ Sd a 4" OC. TO FRAMING TRUSS PER PLAN 2x STUD (NOT a SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. CONNECTOR STRAP FER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES Sc ALE: STRUT CONNECTION SCALE: 1" • P-0" DBL 2x TOP PLATE HDR PER PLAN. 2x SILL PLATE SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" • i'-0" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. • 10'-0" MAXIMUM 3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) NAIL SHEATHING TO HDR w/ ad a 3" 0.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS I6d AT 3" 0C (2) 2x STUDS (TYP 4x BLOCKING a MI 24" IF REQUIRED. =U FC;c A1'i✓RC'l L) DLE 1,11Y 01 2u13 City of Tukwila BUILDING DIVISION 1/2" RATED SHEATHING /0 EXP 1). NAIL w/ (2) ROWS 8d a 3" 0C. AT PANEL EDGES. (2) 2x PLATE. (NAIL RECF_Iv�l) SHT'G TO EA PLAY OF TUKWILA TOP OF STEM WALL VAR 07 2g93 ELEV. VARIES ST141)14 HOLDOU.N UNO. PERMIT CENTER 2x PT SILL (2) 54,4 ANCHOR 130LT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 114" GALVANIZED IE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ *4 BAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: NCNE COPYRIGI-4T 2018, SEGA ENGINEERS s_ JOB 11-016