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Permit D18-0054 - CODIGA - LOT A - NEW SINGLE FAMILY RESIDENCE
CODIGA -LOT A 12553 51ST PL S D18-0054 Parcel No: Address: Project Name: 0 City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0179002410 12553 51ST PL S CODIGA - LOT A COMBOSFR PERMIT Permit Number: D18-0054 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 S , SEATTLE, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 CARY LANG CONSTRUCTION INC Phone: (253) 661-6880 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2018 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 2825 SF LIVING SPACE, 636 SF GARAGE, 132 SF FRONT 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: $408,949.82 Fees Collected: $50,329.61 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA 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: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Volumes: Cut: 120 Filll: 10 Number: 1 1 Permit Center Authorized Signature:6/41 114(111411 Date �iopx 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 permit and agree to the conditions attached to this permit. Signature: Print Name: 64-a-1( r-1,4--,0 Date: 5"0/e 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. 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: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: 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. 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. L 0 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). 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 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) 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 17 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 C18-OXX. Fee based on 69: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 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 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 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 0704 SMOKE CONTROL TEST 5090 STORM DRAINAGE 5100 STREET USE 0 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM 0 CITY OF TUK��,f;'A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 15,0 Combination Permit No.�J _ Project No.: ` Date Application Accepted: 1 \ 1 Date Application Expires: t 1 1 (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 Address: U4 t toy uoi* PROPERTY OWNER Name: "4ddress: Name: hone: Fax: email:,_,, /` C4i-‘-J f9.�,, SII i /,,s'rL.Gdi►^., Address: Cit State: Zip: CONTACT PERSON— person receiving all project communication Name: "4ddress: City: State: Zip: hone: Fax: email:,_,, /` C4i-‘-J f9.�,, SII i /,,s'rL.Gdi►^., GENERAL CONTRACTOR INFORMATION Company Name: 6,A.....„.__.„-:-/:,, Address: 9 9,/,‘ Z I4.ve 5 w City: r dem ( (1.4 / State: k/, Zip: ria23 Phone: io6,g),3_505-3-fax: Contr r = : • ►•" i, C 1-j, © 01 Exp Date: ?/24fr Tukwila Business License No.: 0,7c•Mi(% PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 2b4 000 Scope of work (please provide detailed information): di-iu-!i tve(4/ 5/).7/e , /y f)e� DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 15` floor AIM ,yam 2nd floor / teo Garage rk carport ■ 636 Deck - covered ■ uncovered ■ i e_04, - pDcJ / 3 Z Total square footage 3 S �y T3 fy 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 $ 7 5"00 furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) fuel type: ❑ electric /Pei gas appliance vent II ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer 2.- shower 3 water closet / gas piping outlets Page 2 of 4 tv PUBLIC WORKS PERMIT INFORMA PION - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ..Tukwila ❑ ...Water District #125 ❑ .. Highline 0 ...Letter of water availability provided SEWER DISTRICT Tukwila ...Sewer use certificate ❑ ...Valley View 0 .. Renton ❑ ... Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -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 ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Trench Excavation ❑ .. Curb Cut 0 .. Utility Undergrounding 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: (air?, Lata t9.4-er Mailing Address: l 2— 19/ J / SG✓ Day Telephone: f o wv' 2-o6-42- -5653- 14A— 90 City State Zip WATER METER REFUND/BILLING: Name: 41 Day Telephone: Mailing Address: City State Zip 1-1:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 (161 PERMIT APPLICATION NOTES — Ai t`LICABLE 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 OWER OR AUTHQRIZED AGENT: Signature: ` t �"r Date: Print Name: �1 ( `� `��G - Day Telephone: 2-06 " 7� 3� 5e5,5 Mailing Address: 4-lz' ' " %eale( Ll/'' 9802_3 H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.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 Cob i CA (L.0 T ) PERMIT # , Z S'S3 5(0- ('c 3 ) 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. '18 - oo54 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 3o 0 Water/Sewer/Surface Water -.10/1:)/2.1.500 S Road/Parking/Access 200 A. Total Improvements ' 6100 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. /5-7 $250 (1) C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 120 cubic yards Enter total fill volume /0 cubic yards $ /5-7 �U (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 -/ 101 — 1,000 v $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 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) $ (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) $ 51 s% 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (6) (7) 0 $ �+f (8) 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 lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 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 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 11. ADDITIONAL FEES A. B. C. D. E. F. G. H. I. Total A through E Allentown Water (Ordinance 1777) Allentown Sewer (Ordinance 1777) Ryan Hill Water (Ordinance 1777) Allentown/Foster Pt Water (Ord 2177) Allentown/Foster Pt Sewer (Ord 2177) Special Connection (TMC Title 14) Duwamish Transportation Mitigation Other Fees eet5eF 1-✓ n,(l ,A (.c (v iC . DUE WHEN PERMIT IS ISSUED $ 1I. 114, °5 $ 1.o)3�� 06.5' ,Total A/through I (9) ;$ ;s �34 (10) S3 (6+7+8+9+10+11) $ '19 = 9 2 - ESTIMATED 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 okTh., 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 8640.237.114 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 PL S 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 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT QUANTITY PAID PermitTRAK $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 5 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 ACCOUNT PermitTRAK QUANTITY PAID $23,962.64 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 DESCRIPTIONS Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID !3.962.64 rcI nnL rrlrum D18-0034 Address: 13619 53 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 R000.322.100.00.00 0.00 $250.00 D18-0055 Address: 12557 51ST PLS 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 $23,962.64 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 2 of 2 SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit .D18 -Oast PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: (r a Dt GA Type of Inspection: 2)I<- -1- 2/NG- Address:Date 12553 5"'15'T 1' D Lr s/ Called: 1 K— D 067— —7 A/I�YsU1� 7K— led -R_. / 6- -‘1\14-1__— Sp oruuctios; LLOT Date Wanted: 11 r le - / 45 MA �'` • k 14/10261 f.,cr Pia r 64-A-ZI7I6- P,? ��X$VL/- oN /Qoo f/coL 16 iNstilAriiCfl✓ Jt7- f4sUuJ-77or✓ Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: eig- .0•%‘e61 Eric; 2)I<- -1- 2/NG- 2)K — PiP 4-.01 77e5, J 8k --/L/)6- /hlsuLfh^i d nJ 1 K— D 067— —7 A/I�YsU1� 7K— led -R_. / 6- -‘1\14-1__— Inspector: Date: // /4 ie 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 N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 L(5-coLf Project: A. hOt 4 Type of insRection: /, � 1/7C(1 Address:(�/ /5S35)SfIS Date Called: Special Instructions: 2 'Faa' C 1 `9 Date Wanted: a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: : a, 6 • - -?1,1,\,,0 7L 01( -VD PociD oK ko creel Inspecg cstk11hC1A* 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 s --005y Project: Type of Inspection: Address: U 553 5 ( 0 S Date Called: Special Instructions: ?t4 e `aa Date Wanted: a.m. P.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: (Ix_ I.m -4cM.a o 4- -itifiwito 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 NTcos'/ Project: Type of Inspection: ck- NitaC1+m1cf'c- I')NkL Ok - -45 ?/Prf /4'niii-L Address: ' /753 S' -/sr A, 5', Date Called: Special Instructions: P '"' "Vt >540-1.. Al C#44/01 1//V/f L qS PIPE / Ni'i- Date Wanted: 7 a.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: off'- PLJSAEliN&- F%rtyiL ck- NitaC1+m1cf'c- I')NkL Ok - -45 ?/Prf /4'niii-L Inspector: Date: /a i9 --/ES REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: CoDJG/f- Type of Inspection: GOO d Address: /2.553 5krj . 3. Date Called: Special Instructions: for d Date Wanted: m Requester: Phone No: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: bk- 6-W25 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b '-oo 5 7t Project: Cochy to* A- Type of Inspection: € /.4/9 Address: /253:3 571r PL. �'. Gate -Gaited CY l .. r Special Instructions: cA)'f Lai - Date Wanted: S'-(. zir a.m. p.m. Requester. Phone No: AIproved per applicable codes. Corrections required prior to approval. COMMENTS: WAIL s +i REINSPECTION FEE RAro EP • "ED. Prior to next inspection, Pee must be Date_ / ./ .4f paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ProJe J t7P Te of Ins ection: i44,e4 Address:Y'll- $y l Z553 v/ PL_.S; Date Cd2#41 Special Instructions: Date Wanted: g- Z' 2..0 i ir a.m. p.m. Requester: Phone No: ciApproved per applicable codes. Corrections required prior to approval. COMMENTS: Date:3 _ 2. 2.0/g/ RLINSPECTION 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 vg -b05 W Project:Type Cort I gi4s of Inspection: Firr.�.-� FfrAiWt 2044 Address: J / x.553 Si r-4- ge, , Date Called: / !►7f`5Sird- S cites d onas "co- Special Instructions: L04 A �. $ g‘..... h, - -. -,. Date Wanted: a.m. p.m. Requester: Phone No: (' t ✓wt Approved per applicable codes. orrections required prior to approval. COMMENTS: FfrAiWt 2044 / !►7f`5Sird- S cites d onas "co- �. $ g‘..... h, - -. -,. .z.,____tiv.s41, ad-S/yY 11Yy LVL, 3 / /y z Cis(5/c_le-re-144k � (' t ✓wt q Pro .rt.e_ anneveffion 0 ibc14 rritils 9 frISS r a 103Z9, a1' Neve rl l °t�C� uuzzi pz diatic ki vV ti-. inspectcn REINSPECTION FEE REQUIRED. Prior to next inspection. ee 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 49) tos4 (206) 431-3670 Project: X5L ) S►s1- SPI • S, Type of Ins ectio.n',: War- lAtAlA 1 41Ni— Address: Date Called: Special Instrujons: Date Wanted: 'l --ktI' a.m. p.m. Requester: t Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: lnspectcyr: � 4 Date: 1 � I t2) 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 INS P i'fON 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 NI- 0051/ Project: id L��-- T of Inspection: r Address:s�► 12553 c.5! a, X. Date Cal d: Special Instructions: Date Wanted: 7 —1 °I — 2.40W p.m. Requester: Phone No: pproved per applicable codes. COMMENTS: /ACorrections required prior to approval. , Keellaritco,Lat,tre., itie‘ze Z Q.X/WAS CPAta4=C -kJ “pS)99 n:IdC51§ e S /Y14C,ll� sem,-c nt,-re-te ivy ct{/7C„ Inspector: 9 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 D18-Oo5'1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: CO101— Lof A lCd T •e of Inspection: 1''• ,IA G s �il Addres 12553.515 � SpL . . :._. .1 Da `+SLI,, .eited: Special Instructions: Lo+ -A Date -7"1% - 2,01E( a.m p.m. Requester: , ,, Phone No: proved pg, a p oval. COMMENTS: r_L,W Vh.5'rTz /vex Q. Vrigo ob ? �) OAS i pt 414 4 , ,, A- arts t /fry IS 1#1/ i ,r<- 0 tD C IA,W1b,� , * PW Ls 031 901 — tk * Le)a-s div ot-_ Inspector'.0 Q0 Date :7—/8-2ci- 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 'Dig-oosy 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projec}: Type of Inspection: Date Address J 00553 .si fy S Date Called: 1 i` to Special Instructions: Date Wanted: 01//i /' Y a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insp oli�t/[t Date '-:, i . 1 i` to REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (I) INSPECTION NO. INSPECTION RECORD Retain a copy with permit D�$ -oosy PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Date:7, 1 pe of Inspection: Rt.t.04 rA/ Address: ��" JZ5�351-- , 5. Date Iled: Special Instructions: I--0 ef _ A Date'anted: / — l 0 — 7-,94v a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: tIT /74-13s 13 Ic.,LL Pek cs itlofi2dpvie. iZ�C,hLp.J7L-- rt�Sc e Inspectdr: isIi (jL Date:7, 1 _ 20d7- REINSPECTI©N 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 aosq 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prot:er' N C 1 A—�lc��Trl� Ty cti Address: (J 12553 514PL.1 Mr.giva.44;`45( - _..-- Special Instructions: L04 A Date Wanted: �/i v 0—�-7�-? lg a.m. P.m. Requester: Phone No: Approved per . + + . bte codes. LJ Corrections required prior to aperoval. Inspector: L REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 1)18-025.1 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: n < t 74 Type of I� tio� n: ,,,/// Address: 12,5:53 Si p �.a 'f.. • Special Instructions: Date Wanted: 6 -255 0o/9' -m: Requester: Z /' if56 i V rte( ,/' ck-f- LIZ IP 194 r ' -:/ Ci( (i) civ L vt 51Jr Z --CM tv(._____(..6/z5445 Phone No: Approved per applicable codes. orrections req red prior to approval. COMMENTS: `'— s /146(9)''l/' �=^ i Milligiri _mac- dt ‘t LTl4 'f.. • hviCSh `I Cair LeAdc r V nS e4 0 el ri-vri( 4-40 fret-- 3S o t 4.7709 gi eci- 32`�D,_, Z /' if56 i V rte( ,/' ck-f- LIZ IP 194 r ' -:/ Ci( (i) civ L vt 51Jr of..4. y Date: / _26-7 7„` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter lvd.. Suite 1 0. Call to scheduler ' sp c I n. y t -f- j2� ourr c Q ,ks1 C" zarl i Aar V I�.L aeAyn INSPECTION RECORD Retain a copy with permit Dt' LO$y 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: ^ c[/,`G' Typ�..gf Insp�eection: Address: Datce�Cal�ted:r Special Instructions: LL 4- A Date Wanted:/ �p C la' 25' �C! Y a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: IVa p(afris ,d) a_cc Inspector: i( /l REINSPECTION FEE REQUIRED. Prior to next inspection. fee muss 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 DiS)-CG5(( Project: / r Ca Type of Inspection: Address: �a 3 SSP -S Date Called: Special Instructions: Date Wanted: (9/6-1 Wig a m` Requester: CA V e, Phone o: kid S y L - ci1 / El/Approved per applicable codes. Corrections required prior to approval. COMMENTS: UNo� ' CO`ll ISS �^�/ 0.C,y[MM �(/l 1T/ 1 Y Ins -tor Date: iii 41 REINSPECTION FEE REQUIRED. Prior to next inspe ion. 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 011)-aosq Project: kcY, �1�0� d- pia �ol-R Type of Inspection: SO Address: lass' SISI QL S , Date Called: S ��s r2 Special Instructions: Date Wanted: ( a Reque ter: `` .. s, LL Phone No: n Approved per applicable codes. E 1 Corrections required prior to approval. COMMENTS: 9L bQof5d- Inspect Date: Cf?-ct 'A 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 £—s yPERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:^ � � O Tye f Ins ectio` ✓ T✓i'�'✓1�1 � t/( Address: r /2553 s i g. s . Date ailed: Special Instructions: 1_ O Date Wanted _ �� m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 4?9/0 Inspector:'; 7L °, q/6/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 lg� oast Project: CO DIG"- ca -r- A- Type of Inspection: PilDKRnbm- Address: 12553 5Ysr PLc , Date Called: Special Instructions: L,A).D tvwee Date Wanted: 6 —Ha W. Requester: Phone No: Approved per applicable codes. rrections required prior to approval. COMMENTS: /pe,— ,goy Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Del -may 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project Od . f3 Typf Inspection: fly l� Address: /2553 5J- L —S. Date Called: (� Special Instructions: Date Wanted: 2 — lGgp.m. a.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: /41-)Z9r4 / / ,Mfl 7L, J Inspector: 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 U18-009+ 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: Cock i4 Type of I pection: Fo o� i r9 "b rM OS Address: 1js4-Date /a553 51' s S. Called: -----, Special instructions: Date Wanted: a. ] a.m. S 29 2.Dl$� p.m: Requester: Phone No: ElApproved per applicable codes. COMMENTS: ova Corrections required prior to approval. (1:3 Ok 772 friliC1/ (4/195he ron 14.0S-7� CEJ rGirts fifie)cX6 r (2f lienAee Inspector: -P>00 Date: 5 Z Ld REINSPECTION FEE REQUIRED. Prior to next inspection. fee ust be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit J!g'�U05 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:C 1. Type of Inspection: ection: /"' � r1 ct s Address. lzs,5 37srPz.5, Date Called: Special Instructions: 4407-- A Date Wanted: 5- Zl - Zott a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 614M11 bo.). *-oK 70 �a�.r pe# Gm �i rrri- Inspector: ytaoe_g__, Date: P—Z4e— 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 IDIS-cSY (206) 431-3670 Project: Project:, 6 rt -Jot 74 Type of Inspection: Type -7-e,--S C. - Address: (/ a5 3 5/5' /'/ S Date Called: -*6)//i5 l/S" Special Instructions: Date Wanted: ' O1//G/id' ra.m) p:m. Requester: Phone No: Approved per applicable codes. ll Corrections required prior to approval. COMMENTS: JAMt1Yw,rito..41! JAAA. t 4,v:A ,�c k P t j ., II 4 Ins ector:. f.1111914 Date: 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: � /C 1 0ic 1, Lo4- Fire Alarm: Type of Inspection: Address: v Suite #: 12s -c- _ 4;1 L 5 Contact Person: Special Instructions: Phone No.: pApproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /71/5 3 Date: P// /// 3 Hrs.: / . (U $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 1 INSPECTION NUMBER INSPECTION RECORD Retain ‘a copy with permit 1)1C. --a i -- 3-106 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:/ �, a G Type' of Inspection: _ civ.-e-r/R‘,/ ice& Address: " ' )5 -- Suite #: �2c-53 C; j p2_ S. Contact Person: Special Instructions: Ph rie No.: -Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: Z/ //(" Sprinklers: Fire Alarm: "j Hood & Duct: (/) Monitor: Pre -Fire: %J Permits: / 6. _ 'I6 (_-e- Occupancy Type: ;y (.1‹...0_,(1 G ic.__ ,i_J.i2. ed e rJ / 6-1 (/-1 c.P e' w/17 4" /' -74-; Oi (s / / K4/r6 (J it Needs Shift Inspection: Date: Z/ //(" Sprinklers: Fire Alarm: "j Hood & Duct: (/) Monitor: Pre -Fire: %J Permits: / Occupancy Type: 1 Inspector: A cGd- Date: Z/ //(" Hrs.: $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 G‘c 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 12553 51st Place South CITY Tukwila ZIP 98178 CONTACT NAME Jen Lang PHONE (253 X740-3332 FAX ( ) ASSEMBLY LOCATION Garage - back wall HAZARD TYPE Fire Suppression System - Low DCVA RPBA Q PVBA '❑ AG ❑ OTHER NEW INSTALL WI EXISTING ❑ REPLACEMENT ['OLD SER. # MAKE OF ASSEMBLYAmeS MODEL 2000B SERIAL NO. 37946 SIZE 1 1/2" PROPER INSTALLATION? YES ❑NOD INITIAL TEST PASSEDDID FAILED ❑ DCVA / RPBA DCVA / RPBA RPBA PVBA/SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT PSID AIR INLET OPENED AT PSID ' LEAKED ❑ 2, 0 PSID LEAKED MI PSID #1 CHECK PSID NOT OPEN • I AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE PART El El CLEAN REPLACE PART ❑ ❑ CLEAN REPLACE PART � ❑ ! CHECK VALVE HELD AT PSID ❑ 0 0 I� El❑ LEAKED El CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED 0 FAILED ❑ LEAKED ❑ PSID LEAKED ❑ PSID OPENED AT PSID AIR INLET PSID :.-1 CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: Supply Pipe Diameter Separation REMARKS: Passfj Fail LINE PRESSURE PSI CONFINED SPACE? N TESTER SIGNATURE: Ada,it) CERT. NO. B6620 DATE 10/26/18 TESTER NAME PRINTED: Matt Bucknam TESTER PHONE # ( 253) 987-9777 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid -West 845 GAUGE # 07170759 1 rem* that this repoet is accurate. and I here used 13:1C 296-290490 appeared test methods and test equipment p(c) 065(1 co( S e i,)L i- r ---s - b cc: +- (2,553 5 ( Pt_ S f_ ie tce.- t b` ?r97. i Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2825 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U -Factor" 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 Wall9'm" 21 int 0.056 Mass Wall R -Value' 21/21" 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 ru� RECEIVED CITY OF TUKWILA BAR 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. 0 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. El 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 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 2 *1200 kwh REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 9 2018 City of Tukwila BUILDING DIVISION 0.5 1.5 0.0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. - g Reserved. n Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information L2-2825 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information 0.20 Ref. U -factor ENTRY 1 0.28 DEN 0.28 DEN 0.28 KITCHEN 3 0.28 UTILITY 2 0.28 NOOK 6 0.28 GREAT ROOM 0.28 UPPER ENTRY 0.28 UPPER ENTRY 1 0.28 MEDIA ROOM 6 0.28 BEDROOM 3 6 0.28 BATH 0.28 BEDROOM 2 0.28 PLAYROOM - 2 0.28 MSTR BATH 2 0.28 MSTR BATH 6 0.28 MASTER BEDROOM 6 0.28 5 4 1 1 6 3 1 5 4 1 6 4 1 4 4 1 2 2 1_ 8 5 6 Width Height Qt. Feet Inch Feet Inch 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 1 8 1 6 6 3 2 2 1 6 4 1` 2 4 1 6 6 2 6 6 1, 2 6 2 2 2 1 6 5 6 1, 5 4 1 1 6 3 1 5 4 1 6 4 1 4 4 1 2 2 1_ 8 5 6 Area. UA 20.0 4.00 0.0 0.00 Area UA 8.0 2.24 36.0 10.08 12.0 3.36 24.0 6.72 8.0 2.24 36.0 10.08 72.0 20.16 12.0 3.36 8.0 2.24 33.0 9.24 20.0 5.60 4.5 1.26 20.0 5.60 24.0 6.72 16.0 4.48 4.0 1.12 44.0 12.32 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area 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 0.00 381.5 106.82 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 401.5 110.82 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2825 Contact Information Heating System Type: (M Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the woni "Instructions". Design Temperature Instructions f. 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 F.�Y Above Grade Walls (see Figure 1) Instructions Floors Instructions ill R-38 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) koInstructions Select R -Value Location of Ducts Instructions Unconditioned Space Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,825 8.5 U -Factor X 0.30 U -Factor X 0.50 U -Factor X 0.026 U -Factor No selection Conditioned Volume 24,013 Area 382 Area Area 1,791 X Area 46 = UA 114.60 = UA = UA 46.57 UA U -Factor X Area UA 0.056 2,668 149.41 U -Factor X Area UA 0.025 1,790 44.75 U -Factor No selection F -Factor No selection F -Factor No selection Sum of UA X Area X Length t , X Length Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 11,929 Btu / Hour VolumeX 0.6 XATX.018 Building Design Heat Load 28,274 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,102 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 43,542 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump UA UA UA 355.32 16,345 Btu / Hour (07/01/13) F STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan LS2-2825-3 February 14, 2018 Job No.: 13-023 Location: Parcel A, 51st Place South Tukwila, Washington Copyright 2018, SEGA Engineers RECEIVED CITY OF TUKWILA P 7 2018 PE$MIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 9 2018 City of Tukwila BUILDING DIVISION SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292' PL (360) 886-1017 Black Diamond, WA 98010 DI or WI 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 LS2-2825 Job No. 13-023 By: GAT Checked Date: 03/09/17 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (V,,,,) KZ, 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht Z LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2013, SEGA Engineers Roofing (Comp) '/2" OSB 2 x @ 24" Insulation 5/8" GWB Misc. Snow, Pf Reduction, Cs 8/12 pitch = 34 deg Total Roof Load Flooring 3/4" Plywood 2x12@16"oc 5/8" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2" Plywood 2x6@16"oc Insul t/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.00 (115% Load Duration) (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 -4/gpsf psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 1011- 14ppat JOB NO. LSZ - Z082 i3 -0t3 FIGURED BY 6 Atr CHECKED BY CI:thDATE t�� SHEEN OF TchiL, r '4,)(SSen } 10 0/)6P (4)(. fi) _3(4) JJtogo* 1%-t (5-c_Yelar)N0)(f) A)14.909/)( 4) et (OfitiPmr)(4,) ihN= L1AN.5,1_ C 1'�t.l���� = 1 •��'F' OR. (j 2 alit. (4z)- -LIS"' 1-tagt i v& �P 1e", 2 i^! (14,1(S1)u1 1k�laopsp)= to(oSt'Lir. M= 8,Lk --LJz/ )(pigko)(' L ) ip4 = of dSt 1`���( I�S� ` 3,046 Nto=k,,N: IIITZ417 73m e G-? 4-t2 - 3 (AIL (A) -c-Ft_\(.�' Sy\tion �,� `1 40f.IPV 9ooy)c,. v � ? ?.. v- 14:1_dIAVfn) C14- /)11 44'4 o, AS L o civ/P4)(!9 i f= S'3q 4-h) M,, z Copyright 2014, SEGA Engineers 1')« 1 ok. / I ✓t S�Lkit,'f SEGA Engineers / Structural & Civil Consulting Engineers PROJECT GSL .. Z`6 L 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ilk j N (y - ��p}Z -t Room r (!) (4psr) (LE) (L) t-(.! ) (4,*) (1.4) (A) 2.= ic)ohlA JOB NO. 13-01,3 FIGURED BY tisokr CHECKED BY DA ar/ ei SHEET 4 OF (1 4) (1,1)- (3,s'Av.t-of )(34).:-S►k 9Z r/ J= Z r tl /lel S - Z r 3/ gF0.(4013( � 44) 1(1")t tot (14e IX ,1fr 11`' 1%) LS, )'sr 100 pL4 (-91' 4O P r C � c 4� p � (��+~ (IOC y �►� ()4`)C 41) �- ( L49,J0 v ).. 1 3zJ t l}� u/b l wz., pie L)( tor) - 4,71)1_1.1e/4)1 " 2113r /b. C' 51/ "11;',1, 1 = 1.3k %/,/� (p,A _ /St� w = get,L.SSt)90 = Z Wptr 1% — �Or L21Gh.1) = )t Lic10,03 Ok (,, at 4s(°4-ZZ-Yiq)k %S�� 1� k`pb hoop= / ,s`Ir)�il'/� L✓a mt 4 iz t Copyright 2014, SEGA Engineers oL SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project LS2-2825 Job No. 13-023 By: GAT Checked Date: 09/17/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W where, F = 1.1 Sin =1.00 R = 6.5 W = Seismic Weight For W: R Two -Story Building SS = 1.5 Fa = 1.00 Table 12.14-1 Wnoof Wfloor = (55ft) (32ft) (16psf)+ (2) (55ft) (34ft) (14psf)+ (2) Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (55ft+ 32ft) (4.Oft) (55ft+ 34ft) (8.5ft) Design Base Shear , V = ( .169) (75 kip) = 12.7 kip E = 12.7 kip = 9.1 kip WIND Design Wind Pressure, ps = X Kn ps3o where, = 1.00 = 1.00 = 1.00 = 1.00 Ke= 1.00 Pao = 17.7 psf PO -75= P20 = P25 = P30 (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) (1.00) 1.4 0- 15ft 20 ft 25 ft 30 ft (17.7 psf) (17.7 psf) (17.7 psf) (17.7 psf) Design Base Shear: (Wind) Vfm= (55ft) (10ft) (17.7psf) + (55ft) (5ft) (17.7psf) Therefore, Vsfs= (41ft) (10ft) (17.7psf) + (32ft) (5ft) (17.7psf) Exposure B 110 mph 17.70 psf 17.70 psf 17.70 psf 17.70 psf + (55ft) (5ft) + (47ft) (5ft) + (35ft) (5ft) + (12ft) (5ft) (9.5psf) = 35 kips (9.5 psf) = 41 kips W total = 7_ 5 kips Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) (x0.6= 10.62psf) (x0.6= 10.62 psf) (x0.6= 10.62psf) (x 0.6 = 10.62 psf) (17.7 psf) (17.7 psf) =23.6 x 0.6 = 14.2 kips (17.7 psf) (17.7 psf) =14.2 x 0.6 = 8.5 kips Wind Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers / Project LS2-2825 Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 13-023 By: GAT Checked Date: 03/15/13 Sht. 6 LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 9.1 k Fx = wx V (Eq. 12.14-12) w Froof = ( 34.8) (9.1 k) = 4.2 kip ( 75.3 ) Fr = ( 40.6) (9.1 k) = 4.9 kip ( 75.3 ) Fx = 9.1 kip Copyright 2013, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. FIGURED BYJ CHECKED BY DATE 31 SHEET tDF situ --4f Vpt.7dOL(sitio.drni-fs'xio.4f.n•i4Vro. 7= Vr 3.ut,o� + (44/d)(la¢I'f`"C.,/o¢f 39spc,. telctrv.12:: woe* I= 4 ,' zo. S' Zc 3 A71: iztore. VF )e z..1 -.s') 4. ' 7.--21Pr r 6/4#,4 ," ZII (If Copyright 2013, SEGA Engineers .z � 61.1100 1' r X ><v Df.= I tPt>rCiu Z4t 1• SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 —5kW-k — WALL LSSI 6:1•1 Agri it )(.0-1 .1‘ X32 j, SoP`' 1.52- z,6z‘ JOB NO. 41-02.3 FIGURED BY 6 -A -7 - CHECKED BY DATE°4/j,,, SHEET 1 OF gam, 1 S3Z" t (-3-i\ttdo(tD,tifn`Zr4-4.)h r 44$ )W wo -k, 5 vp, 44( Copyright 2013, SEGA Engineers 1 411 J x SEGA Engineers PROJECT L S Z- Zs Z S / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 -Sum \444 A.11,•4pv (comer \ALL.11. JOB NO. / 3-O Z Z FIGURED BY 4 47 CHECKED BY DATE /'siLs SHEETte OF Copyright 2013, SEGA Engineers 1' i3 -713u 179" .¢ )L~ q, i3 -713u 179" SEGA Engineers /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 PROJECT L52-2525 JOB NO. 13-023 FIGURED BY GAT CHECKED BY DATE 01/25/12 SHEET J OF LSTA30 - IIPR 4 SILL TO 3 BLOCKW. (TTP. 2 PLACES) LSTA30 - FDR x SILL �7► TO 3x BLOCKING. (Ti.P2 PLACES) 1 •• LSTA30 - HDR 4 SILL TO 3x BLOCKING. (TYP. 2 PLACES) SHEAR WALL SCHEDULE Remarks (4) CL \ 1 1 0 co a_ 0 11 0E co ® /fƒ 2 L- / = a % �� E G (13 % k % =5 Anchor Bolts (3) 1/2 OSB or 8d @ 6" o.c. 5/8' @ 60" o.c. CDX 1/2 OSB or 8d @ 4" o.c. 5/8' @ 32" o.c. CDX 1/2 OSB or 8d @ 3" o.c. 5/8' @ 16" o.c. CDX See Detail 12/S2.0 for Construction Sheathing Nailing (1) Minimum Sheathing (1) / A A 03 C % - a / b % •g u c k%� o f _c �5% f 2 k k ° 0 _�1 a c / %cam as Z.. \ R a) c § _c £ m_ k a c @ 3 _ £ & /22 % @f % / 2 o 0 •$ R - 2 S = 2 \ ƒ - c 2 c ®25 22 k$$ E \4 £ w ° ° / Ei3 (73 0 c - § ? 0 ° ° _ k�� 0_ 2/ & 2 c / 0 / E 7 / To $ \ - z 7 / co 3 2 E 0 TD 0 ca = Q /// $$ =2 2 00 m: f E 2 r .- -a E & _ / ƒ \ / k & f _ = y 2 l¥ E o f/w% k 2 a) Ri/ I.1). C6 _ I�E t/ 0 wk / / c \ / 2 k � @ _ % @ Q o § = m om W 5 E 7 Q 2 O Q ) £ .E § \ S / \ k k 0 § / / I » <7 0 / CN Geotechnical Engineering Report 51st P1 S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 February 19, 2018 prepared for: RECEIVED MAR 0 8 2018 TUKWILA PUBLIC WORKS Cary Lang Construction Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington 98023RECEIVED CITY OF TUKWILA REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 9 2018 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 t:I"AR 0 7 2018 PERMIT CENTER r 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 r 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 51st P1 S Development 125XX 51st 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 51st 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 P1 S. 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 51st PIS, 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 — 51st P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -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 P1 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 515 P1 S, 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 — 515' P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.1.75 -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 51s1 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 — 51st P1 S Development, 125XX 51st P1 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 121/2 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 5P P1 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 % 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 SM] = 0.840 g So] = 0.560 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/II1, 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 — 51s' P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.175 -T18 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 PI 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 51st 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 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 7 of 13 Cary Lang Construction — 515' P1 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 21H: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 51.5' P1 S, 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 — 515' P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.175 -T1.8 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 — 515' P1 S Development, 125XX 51st P1 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 - 24 inches 24 inches Treated Base 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" PI S Development, 125XX 51st P1 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 — 515 P1 S Development, 125XX 5151 PI 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 z 0 0 0 0 0000 0 TOPOI map printed on 02/16/18 from mUntitled.tpol 122°19.000 W 122°18,000' W 122°17.000' W 122°16,000' W 122°15,000' W 117 rhry‘ 16. k I t 711 ri ' IAA111711t1CMLVIVNIIN "5" r 122°14.000' W WGS84 122°13.000' W \\, 1 loll 1.4 riik ilidtri411114 v av Nrawol ill priii Ei Licimom 4, i ma klitir 011111111 1 tIlli ' ligikilli' 1$i \II Ak' INI ii 14 1111111, 1011 'I V 'Iliewrio ... ,.. 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Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 02/16/18 •/r r/s r/• N. f. /• J /J I ' ' / J�r / SHEET TITLE: Sit U co C co Q O O Q O X •N m O • 0co C 2 a_1— APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 U) 1- z 0 Z z z 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW $'7P.' !'i�': '..''•11• WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o'er' 4 r POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVELS WITH GM ° o Lo � SILTY SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES GC °��! � ;ON CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES SANDS CLEAN SANDS WITH LITTLE SW °.°.°.° WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN N0.4 SIEVE SANDS WITH SM SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC .: CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL Z/? INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYLAYS CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN C 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 J;J ,, 0,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R -Value 0 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial iiid Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability E Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. y l !let Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 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 --- IQ DEPTH o (ft) SAMPLE TYPE NUMBER co U ui GRAPHIC LOG MATERIAL DESCRIPTION - - 1, Sod and topsoil 0.8 5- - - - - 2.5 SM ♦4 ♦»♦ (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) _ *. 3.0 - SM :*s �d♦!� �♦♦♦♦ (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 4.5 • 5.0 GB (SM) Brown fine silty sand (loose, moist) (Alluvium) S-1 GB SM 7.0 7.5 S-2 (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 SP - SM 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. �� i� Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 Tacoma, WA 98448 PAGE 1 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 ui V ui GRAPHIC LOG MATERIAL DESCRIPTION - - - - - - 2.5 GB S-1 "' 0 f, — Sod and topsoil 0.8 SM •�� %�♦ S* •• (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. > ! a Migizi Group, Inc. TEST PIT NUMBER TP-3 PO Box 44840 Tacoma, WA 98448 PAGE 1 Figure 1 A-4 Telephone: 253-537-9400 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 co U cri GRAPHIC LOG MATERIAL DESCRIPTION - - - - - - - - 2.5 0.3 Sod and topsoil SM SM .... DDi ... ..4.. X4. �•� �. 000. .Opp �...�.� �.�.. ... . O O p�p� 4$0. �i0. (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) 5.5 _ _ - - 5.0 - - - - 7.5 (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 (%) 1 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 Sample Distribution U.S. Standard Sieve Sizes Sample Distribution 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 —•— 100 • • • • • ---�. 90 80 70 a) 60 N co as a 50 c o 2 40 a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) - MIGIZI 111101 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 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 (%) 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 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 Distribution 4 n n 3" 1.5' 3/4" 3/8" 4 10 20 40 60 100 200 —Sample Percent Passing N 0) � cn rn � CO c0 c 0 0 0 0 0 0 0 0 0 C U 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI iililil GROUP 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 MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1801102 LS2-2825-3 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2947157 thru K2947183 My license renewal date for the state of Washington is May 16, 2017. March 13,2017 Baxter, David REVIEWED FOR CODE COMPLIANCE APPROVED -MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 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 En • ee per ANSIITPI-1, Chapter 2. ail 0 7 2018 PERMIT CENTER Jot! t Truss Truss Type Qty Ply LS2-2825-3 K2947157 B1801102 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:01 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-mnQBZymtiTnB0bOE99GDFHSFg5XbgROYN4ppaOzbMQK -11-0-q 16-0-0 32-0-0 1-0-0 16-0-0 16-0-0 3x6 11 10 3x6 = 3x6 12 13 14 15 r is g16 § 3x6 %." 17 3x6 6 s € 8.00 12 5 i3 18 19 4 20 vI1 �. WAa�w000�o�����oM����w����o�a�000��o�o••�o��owoo��������oo������\IM���o�� 0 22 3x6 = 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x8 = 32-0-0 3x6 = 32-0-0 Plate Offsets (X,Y)-- [2:0-3-9.0-1-8]. [6:0-0-4.Edge]. [12:0-3-0.Edg [ [18:0-0-4.Edge], (22:0-3-9 0-1-8],_[28:0-4-0 0-3-0] Scale = 1:68.3 I00 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.12 BC 0.06 WB 0.18 (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) 0.01 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 193 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std *Except* 11-31,13-30,10-32,9-33,14-29,15-28: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 32-0-0. (Ib) - Max Horz 2=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 Max Gray All reactions 250 Ib or less at joint(s) 22, 31, 30, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 11-31, 13-30, 10-32, 14-29 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' 250 Klug Circle Corona, CA 92880 Jot, t Truss Truss Type Qty Ply LS2-2825-3 K2947158 B1801102 A02 Common 9 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 I1-0-9 6-3-3 1-0-0 6-3-3 120_0 5-8-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:02 2017 Page I D:TZasPC UnFyXNprG IHu3H_Xyn5tu-Ez_Zn InVTnv2eIzQjtnSoV?KcVj_ZpThckYM 7gzbM QJ 16-0-0 20-0-0 i 25-8-13 32-0-0 4-0-0 3x6 = 5 4-0-0 5-8-13 6-3-3 3x6 = 12 2x4 II 3x4 = 6-3-3 I 12-0-0 16-0-0 20-0-0 6-3-3 5-8-13 4-0-0 4-0-0 10 5x8 = 25-8-13 9 2x4 I I 32-0-0 3x6 = 5-8-13 6-3-3 Iq Scale = 1:68.8 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8], [3:0-3-4,0-3-4], [5:0-3-0 Edge]. [8:0-3-9,0-1-8]. [10:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 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 0.49 BC 0.76 WB 0.51 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.44 9-10 >856 240 Vert(CT) -0.50 9-10 >760 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-10,4-11,4-6: 2x4 HF No.2 REACTIONS. (Ib/size) 8=1359/Mechanical, 2=1448/0-5-8 Max Harz 2=197(LC 5) Max Uplift8=-27(LC 9), 2=-42(LC 8) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2098/66, 3-4=-1677/97, 4-5=-298/57, 5-6=-294/56, 6-7=-1678/96, 7-8=-2126/69 BOT CHORD 2-12=-111/1734, 11-12=-111/1736, 10-11=0/1361, 9-10=0/1662, 8-9=0/1662 WEBS 6-10=0/484, 7-10=-501/169, 4-11=0/467, 3-11=-461/164, 4-6=-1156/100 Structural wood sheathing directly applied or 3-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Jofb Truss Truss Type Qty Ply LS2-2825-3 K2947159 B1801102 A03 COMMON 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 6-3-3 1-00-0-0 6-3-3 12-0-0 5-8-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:03 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-i9Yx_eo7E41 uGvYdHalhLiYSXvOFIHvrrOlwfHzbMQI 16-0-0 20-0-0 25-8-13 32-0-0 33-0-0 4-0-0 4-0-0 5-8-13 6-3-3 1-0-0 3x6 = 1 6-3-3 1 12-0rO 120-0-0 25-8:.3 6-3-3 5-8-13 8-0-0 5-8-13 Plate Offsets (X.Y)-- [2:0-2-0.0-1-8]. [3:0-3-4,0-3-0],_[5:0-3-0,Edge], [7:0-3-12.0-3-0],19:0-6-0.0-0-10]. [13:0-6-0.0-3-01 1 31-0-0 32-0-9 1-0-0 5-3-3 Scale = 1:70.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.67 BC 0.95 WB 0.43 (Matrix -S) DEFL. in (loc) I/defl Vert(LL) 0.3914-15 >940 Vert(CT) -0.55 13-14 >675 Horz(CT) 0.08 11 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 153 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 9-13: 2x4 DF 1800F 1.6E WEBS 2x4 HF Stud *Except* 6-13,4-14,4-6: 2x4 HF No.2, 8-11: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except* 16-18: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1519/0-5-8, 11=1573/0-5-8 Max Horz 2=-201(LC 6) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2184/0, 3-4=-1809/0, 4-5=-283/56, 5-6=-297/57, 6-7=-1776/0, 7-8=-1973/0, 8-9=-1535/0 BOT CHORD 2-15=0/1820, 14-15=0/1821, 14-28=0/1479, 28-29=0/1479, 13-29=0/1479, 12-13=0/1532, 11-12=0/1534, 9-11=0/1534 WEBS 6-13=0/500, 4-14=0/555, 3-14=-421/169, 4-6=-1275/0, 8-11=-847/94 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 200.0Ib AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 4-6-0 apart. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Joi1 r Truss Truss Type Qty Ply LS2-2825-3 K2947160 81801102 AO4A Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 00 6-3-3 6-3-3 3x6 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:04 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-AL6J Bzol?O91t37pglgwtw4eiJMp 1 d n_321 TBjzbMQH 12-0-0 I 16-0-0 ?7-5-121 23-0-0 27-6-0 32-0-0 5-8-13 4-0-0 1-5-12 5-6-4 4-6-0 4-6-0 8.00 12 3x6 = 2x4 11 4x8 3x6 3x8 = 16 2x4 11 -3 12-0-0 6-3r3 5-8-13 Plate Offsets (X.Y)-- [2:0-8-0 0-0-14] [6:0-3-0.Edge]410:0-2-3 0-2-5] 15 14 18 3x8 = 4x8 = 13 19 20 21 12 22 23 3x10 II 8x8 = 16-0-0 F-5-12 23-0-0 5-6-4 4-0-0 1-5-12 27-6-0 11 2x4 I I 24 32-0-0 25 4x10 4-6-0 Scale = 1:68.8 Iy 4_6= LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.58 BC 0.93 WB 0.84 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.20 12-13 >999 240 Vert(CT) -0.34 12-13 >999 180 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 391 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 10-14: 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 5-15,12-17: 2x4 HF No.2, 7-13: 2x6 DF No.2, 8-17: 2x4 DF No.2 15-17: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 10=6369/0-5-8, 2=3642/0-5-8 Max Horz 2=197(LC 21) Max Upliftl0=-387(LC 9), 2=-273(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5915/452, 3-4=-5484/452, 4-5=-5365/487, 5-6=-350/33, 7-8=-537/76, 8-9=-8139/621, 9-10=-9470/631 BOT CHORD 2-16=-426/4753, 15-16=-426/4753, 14-15=-472/6160, 14-18=-472/6161, 13-18=-471/6162, 13-19=-467/6117, 19-20=-467/6117, 20-21=-467/6117, 12-21=-467/6117, 12-22=-465/7727, 22-23=-465/7727, 11-23=-465/7727, 11-24=-465/7727, 24-25=-465/7727, 10-25=-465/7727 WEBS 8-12=-123/1639, 9-12=-1211/97, 9-11=-5/1275, 5-15=-253/2594, 3-15=-448/157, 13-17=-408/3648, 7-17=-276/260, 12-17=-16/1047, 8-17=-6742/687, 5-17=-4236/464, 15-17=-2969/382 Structural wood sheathing directly applied or 3-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=387, 2=273. Continued on page 2 March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Joi1 r Truss Truss Type Qty Ply LS2-2825-3 K2947160 61801102 AO4A Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:05 2017 Page 2 ID TZasPCUnFyXNprGIHu3H_Xyn5tu-fYghPJpNmiHcVDh?O?L9Q7dpRii2m4181in1 k9zbMQG NOTES - 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2980 Ib down and 450 Ib up at 17-5-12, 604 Ib down and 28 Ib up at 19-5-4 , 604 Ib down and 28 Ib up at 21-5-4, 604 Ib down and 28 Ib up at 23-5-4, 604 Ib down and 28 Ib up at 25-5-4, 604 Ib down and 28 Ib up at 27-5-4, and 604 Ib down and 28 Ib up at 29-5-4, and 609 Ib down and 23 Ib up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-10=-70, 2-10=-16 Concentrated Loads (Ib) Vert: 11=-604(B) 13=-2980(B) 19=-604(B) 21=-604(B) 22=-604(B) 23=-604(B) 24=-604(B) 25=-609(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Joi3 i Truss Truss Type Qty Ply LS2-2825-3 K2947161 81801102 A04B Common Girder 1 Job Reference (optional) ProBuild Arlington, 0 Arlington,WA 98223 10 6-3-3 -0-0 6-3-3 1 12-0-0 5-8-13 8.00 12 4x8 5 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 1 I D:TZasPCU nFyXNprGI H u3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYgHXM WaGczbMQF 16-0-0 17-5-121 23-4-10 24-0-)2 27-10-10 32-0-0 1 4-0-0 1-5-12 5-10-14 0-8- 3-9-14 4-1-6 3x6 = 2x4 11 7 3x6 3x6 i 4 3 8 8x8 = 2x4 11 9 5x8 = 10 3x8 = 17 2x4 11 16 15 19 3x8 = 4x8 14 20 21 2213 23 24 3x10 11 6x6 = 1 6-3-3 12-0-0 16-0-0 17-5-121 22-0-0 43-4=111 6-3-3 5-8-13 4-0-0 1-5-12 4-6-4 1-4-10 Plate Offsets (X,Y)-- [2:0-8-0.0-0-14], j6:0-3-0.Edge], [8:0-4-0,0-2-8] [10:Edge,0-1-8][11:0-5-8 Edge] [13:0-3-0.0-4-0] 27-10-10 4-6-0 12 25 10x10 = 261 27 5x12 MT2OHS 11 32-0-0 4-1-6 Scale = 1:69.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015lTPI2014 CSI. TC 0.75 BC 0.91 WB 0.81 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.18 13-14 >999 240 Vert(CT) -0.31 13-14 >999 180 Horz(CT) 0.11 11 n/a n/a PLATES GRIP MT20 185/148 MT20HS 139/111 Weight: 423 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 11-15: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 9-12,3-16,3-17,5-18,8-13: 2x4 HF Stud, 7-14: 2x6 DF No.2 8-18: 2x4 DF No.2, 16-18: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 2=3770/0-5-8, 11=6509/Mechanical Max Harz 2=246(LC 5) Max Uplift2=-324(LC 8), 11=-566(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-9 max.): 8-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 8-18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6137/541, 3-4=-5713/541, 4-5=-5594/576, 5-6=-279/54, 7-8=-512/135, 8-9=-4240/374, 9-10=-4240/374, 10-11=-5814/524 BOT CHORD 2-17=-510/4934, 16-17=-510/4934, 15-16=-666/6439, 15-19=-666/6439, 14-19=-665/6441, 14-20=-659/6392, 20-21=-659/6392, 21-22=-659/6392, 13-22=-659/6392, 13-23=-671/6968, 23-24=-671/6968, 24-25=-671/6968, 12-25=-671/6968 WEBS 8-12=-4655/466, 9-12=-253/100, 5-16=-303/2769, 3-16=-449/164, 14-18=-453/3640, 7-18=-419/322, 13-18=-75/1556, 8-18=-7348/827, 5-18=-4484/545, 16-18=-3129/455, 10-12=-621/7094, 8-13=-106/566 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 10) Refer to girder(s) for truss to truss connections. Continued on page 2 March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7073 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/T1.11 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 Joh Truss Truss Truss Type Qty Ply LS2-2825-3 K2947161 B1801102 AO4B Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page 2 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLAyd62bVYq HXM WaGczbMQF NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=324, 11=566. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3242 Ib down and 484 Ib up at 17-5-12, 604 Ib down and 54 Ib up at 19-5-4 , 604 Ib down and 54 Ib up at 21-5-4, 604 Ib down and 54 Ib up at 23-5-4, 604 Ib down and 54 Ib up at 25-5-4, 604 Ib down and 54 Ib up at 27-5-4, and 604 Ib down and 54 Ib up at 29-5-4, and 609 Ib down and 49 Ib up at 31-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-70, 6-8=-70, 2-11=-16, 8-10=-70 Concentrated Loads (Ib) Vert: 14=-3242(F) 20=-604(F) 22=-604(F) 23=-604(F) 24=-604(F) 25=-604(F) 26=-604(F) 27=-609(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Jot) / Truss Truss Type Qty Ply LS2-2825-3 K2947162 B1801102 A05 Common 7 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 yI 1-0-9 1-0-0 6-3-3 6-3-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:06 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-7kE4cfq?X?PT7MGByisOyLA1 k6BRVdkHXMWaGczbMQF 12-0-0 16=0-0 117-5-01 5-8-13 4-0-0 1-5-0 1I- 6-3-3 5-8-13 5-5-0 Scale = 1:67.6 Plate Offsets (X Y)-- [2'0-3-9 0-1-8] [3:0-3-0,0-3-0],15:0-3-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.42 BC 0.34 WB 0.49 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 2-9 >999 240 Vert(CT) -0.09 2-9 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 96 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-8,3-9,4-10: 2x4 HF Stud REACTIONS. (lb/size) 2=822/0-5-8, 7=730/Mechanical Max Horz 2=289(LC 5) Max Uplift2=-20(LC 8), 7=-83(LC 8) Max Gray 2=822(LC 1), 7=787(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1013/12, 3-4=-548/42, 7-10=-693/110 BOT CHORD 2-9=-87/767, 8-9=-86/769 WEBS 8-10=-87/671, 3-8=-478/108, 4-10=-323/135 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job i Truss Truss Type Qty Ply LS2-2825-3 K2947163 81801102 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 11-o-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:07 2017 Page I D:TZasPCU nFyXNprGI Hu3H_Xyn5tu-bwnSq?reIJXKI WrO WQNdVYiFa WUaE9yQ10G7o2zbMQ E 15-3-0 1-0-P 19-6-0 I 28-0-0 32-0-0 15-3-0 0-9-0 3-6-0 8-6-0 4-0-0 3x6 3x6 i 12 3x6 14 5x8 = 8.00 12 3x6 = 34 33 5x8 = 32 31 30 29 28 27 15-6-0 3x6 = 23-9-0 15-6-0 8-3-0 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8]. [6:0-0-4.Edge]. f12:0-3-0 Edge]. [22:0-3-9 Edge] [24:0-3-9,0-1-8] 25 3x8 = 32-0-0 8-3-0 3x6 = n Iq 0 Scale = 1:69.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.48 WB 0.17 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.08 25-27 >999 Vert(CT) -0.16 24-25 >999 Horz(CT) -0.02 27 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 HF No.2 *Except* 22-27: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud *Except* 11-27,13-14,10-28,9-29,15-16: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 15-6-0 except (jt=length) 24=0-5-8. (Ib) - Max Horz 24=197(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except 28=-133(LC 17) Max Gray All reactions 250 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34 except 24=634(LC 1), 27=1132(LC 1), 27=1132(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 22-23=-634/56, 23-24=-874/40, 13-27=-1032/213, 13-16=-977/219, 16-17=-909/199, 17-19=-777/165, 19-21=-685/131, 21-22=-635/111 BOT CHORD 26-27=-79/752, 25-26=-79/752, 24-25=-98/718 WEBS 22-25=-9/436, 23-25=-258/100, 17-25=-307/77, 11-27=-255/0 Structural wood sheathing directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 25-27,24-25. 1 Row at midpt 11-27, 13-14, 10-28 1 Brace at Jt(s): 17, 13, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24, 27, 29, 30, 31, 32, 33, 34 except (jt=1b) 28=133. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 Jd,)3 / Truss Truss Type Qty Ply LS2-2825-3 K2947164 61801102 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 r1-0-01 1-0-0 5-11-7 11-6-0 5-11-7 5-6-9 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:08 2017 Page I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-37Lq 1 LsG3dfBMgQa37us1 mFJywgNzb2a_g?hKUzbMQD 14-6-8 23-0-0 p4-0_01 3-0-8 8-5-8 1-0-0 7-6-0 14-6-8 23-0-0 7-6-0 7-0-8 8-5-8 Scale = 1:53.0 Plate Offsets (X.Y)-- [2:0-0-13 Edge] [3:0-3-9,Edge], [12:0-3-9 0-1-8) [17:0-4-12 0-2-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.69 BC 0.50 WB 0.25 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.11 2-18 >999 Vert(CT) -0.23 2-18 >743 Horz(CT) 0.07 17 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 118 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS WEDGE Right: 2x4 SP No.3 2x4 HF No.2 *Except* 3-17: 2x6 DF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 8-0-0 except (jt=length) 2=0-5-8, 17=0-5-8, 17=0-5-8. (Ib) - Max Horz 2=-148(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 15, 14, 17 except 16=-145(LC 19) Max Gray All reactions 250 Ib or less at joint(s) 12, 15 except 2=648(LC 1), 14=283(LC 1), 17=1022(LC 1), 17=1022(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1109/0, 3-4=-1032/115, 4-6=-1198/134, 6-17=-1286/148 BOT CHORD 2-18=-26/907, 17-18=-27/880 WEBS 4-5=-300/34, 3-18=0/683 Structural wood sheathing directly applied or 4-2-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 15, 14, 17 except (jt=Ib) 16=145. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1411-1* MiTek` 250 Klug Circle Corona, CA 92880 Jo)p i Truss Truss Type Qty Ply LS2-2825-3 K2947165 B1801102 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 4-3-7 4-3-7 1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page I D:TZasPCUnFyXNprG I Hu3H_Xynstu-XJvC Fhsugwn2_q?mdrP5azodRJF4i08jDKIEtxzbMQC 8-5-8 4-2-1 2x4 3 4-3-7 4-3-7 1 8-5-8 4-2-1 Scale = 1:36.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCD-, 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.07 BC 0.15 WB 0.32 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 5 >999 240 Vert(CT) -0.02 5 >999 180 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 221 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 3-4: 2x6 DF No.2 REACTIONS. (Ib/size) 1=2426/0-5-8, 4=8787/0-3-8 Max Horz 1=145(LC 22) Max Uplift/=-56(LC 8), 4=-678(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2915/65 BOT CHORD 1-6=-96/2373, 5-6=-96/2373, 5-7=-96/2373, 4-7=-96/2373 WEBS 2-5=-40/2928, 2-4=-2893/151 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 4 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ Simpson SDS 1/4x6 or USP WS6 as follow: 2X8- 2 rows spaced at 2-0-0 o.c 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=678. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, and 1343 Ib down and 43 Ib up at 6-0-0, and 6495 Ib down and 580 Ib up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 Jo' i Truss Truss Type Qty Ply LS2-2825-3 K2947165 B1801102 B02 MONOPITCH GIRDER 1 4 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 1-4=-16 Concentrated Loads (Ib) Vert: 4=-6495(F) 5=-1343(F) 6=-1343(F) 7=-1343(F) 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 2 I D:TZasPCUn FyXNprG I Hu3H_Xyn5tu-XJvCFhsugwn2_q?mdrP5azodRJ F4i08jDKIEtxzbMQC ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jtb i Truss Truss Type Qty Ply LS2-2825-3 K2947166 B1801102 B03 Scissor 7 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 5-9-3 5-9-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:09 2017 Page 1 I D:TZasPCUnFyXNprGIHu3H_Xyn5tu-XJvCFhsugwn2_q?md rP5azoX4J7Di0Jj DKIEtxzbMQC 11-3-12 14-7-8 5-6-9 3-3-12 4x8 = 3 2x4 4 8.00 12 .00000000000000000 2x4 2, cc 6 5x8 = O 3x6 % 4.00 12 7-3-12 7-3-12 1 5 3x4 14-7-8 7-3-12 Scale = 1:49.4 Plate Offsets (X,Y)-- [1:0-0-14,0-0-15) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.48 BC 0.66 WB 0.37 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.20 1-6 >874 240 Vert(CT) -0.37 1-6 >470 180 Horz(CT) 0.08 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-5: 2x4 HF No.2 REACTIONS. (Ib/size) 1=620/Mechanical, 5=620/Mechanical Max Horz 1=190(LC 5) Max Upliftl=-12(LC 8), 5=-38(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/136, 2-3=-1107/136 BOT CHORD 1-6=-172/1162, 5-6=-65/255 WEBS 2-6=-367/166, 3-6=-108/1002, 3-5=-565/56 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verily 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job f Truss Truss Type Qty Ply LS2-2825-3 K2947167 81801102 C01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 ti -1-0-0 1-0-0 8.00 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page 1 I D:TZasPCUn FyXNprG IHu3H_Xyn5tu-?VTaS1 tWbEwvc_azBYwK7BKoPjdnRYitS_UoPNzbMQB 8-3-0 16-0-0 117-6-9 8-3-0 8-3-0 1-0-0 3x6 = 3x6 -i „ 3x6 6 Irili Yhi 1.1 Y 8 10 1111111116116.. IY�YI 11 I 3x6 = 21 20 19 18 16-6-0 17 16 15 14 12 3x6 = 16-6-0 Scale = 1:35.4 Plate Offsets (X.Y)-- [2:0-3-9 0-1-8]. [7:0-3-0.Edge) [12:0-3-9,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.06 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 13 n/r 180 Vert(CT) 0.00 12 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 16-6-0. (Ib) - Max Horz 2=109(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 18, 17, 19, 20, 21, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 16, 15, 14. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® 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. 11111 MiTek' 250 Klug Circle Corona, CA 92880 Job j Truss Truss Type Qty Ply LS2-2825-3 K2947168 B1801102 CO2 Common 3 1 Job Reference (optional) ProBuild Arlington, 0 Arlington,WA 98223 -1-0-0 1-0-0 4-0-0 8-3-0 4-0-0 4-3-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:10 2017 Page I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-?VTaS 1 tWbEwvc_azBYwK7BKm_jWJR W 1 tS_UoPNzbMQB 12-6-0 16-6-0 117-6-0 4-3-0 4-0-0 1-0-0 4x4 = 8.00 [Ti - 2.4 x4 2x4 5 1 3x8 = 8-3-0 8-3-0 16-6-0 8-3-0 Scale = 1:36.6 Plate Offsets (X Y) -- [2:0-3-9 0-1-8] [6:0-3-9.0-1-8) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.21 BC 0.47 WB 0.15 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.08 2-8 >999 Vert(CT) -0.15 2-8 >999 Horz(CT) 0.02 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=776/0-5-8, 6=776/0-5-8 Max Horz 2=-109(LC 6) Max Uplift2=-28(LC 8), 6=-28(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/46, 3-4=-714/48, 4-5=-714/48, 5-6=-955/47 BOT CHORD 2-8=-49/740, 6-8=0/740 WEBS 4-8=0/418, 5-8=-262/107, 3-8=-261/106 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® 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 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 LS2-2825-3 K2947169 81801102 D01 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 I -1-0-0 1-0-0 7-6-0 7-6-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 ID:TZasPCUnFyXNp GIHu3H_Xyn5tu-TilzfNu8MY2mD8991GSZfOtz27yiA_yOgeELxpzbMQA 15-0-0 16-0-0 7-6-0 1-0-0 4.00 12 7-6-0 15-0-0 7-6-0 7-6-0 ( Scale = 1:33.4 Plate Offsets (X.Y)-- [2:0-0-13 Edge], [8:0-0-13.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.13 BC 0.08 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 9 n/r 180 Vert(CT) -0.00 8 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 12, 8, 13, 11 except 14=281(LC 1), 10=281(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12, 8, 13, 14, 11, 10. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - 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 glob I Truss Truss Type Qty Ply LS2-2825-3 K2947170 B1801102 F01 Scissor Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1----1-0,0 6-3-0 6-3-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:11 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-Til zfNu8MY2mD8991GSZfOtxX7y5A_kOgeELxpzbMQA 12-6-0 13-6-0 6-3-0 1-0-0 • 6-3-0 12-6-0 6-3-0 6-3-0 cn Scale = 1:28.6 Plate Offsets (X.Y)-- [2:0-0-13.Edge] [6:0-0-13.Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.12 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 7 n/r 180 Vert(CT) -0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-6-0. (Ib) - Max Horz 2=-86(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 9, 6 except 10=358(LC 1), 8=358(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-289/123, 5-8=-289/122 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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. Mi' MiTek' 250 Klug Circle Corona, CA 92880 Job t Truss Truss Type Qty Ply LS2-2825-3 K2947171 B1801102 F02 Scissor 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-Q-0 1 1-0-0 6-3-0 8.00 12 6-3-0 4x4 = 3 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:12 2017 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-xubLtivm6rAdrHkLlzzoCcQy?XDCvOIAvIzuTFzbM Q9 12-6-0 1 13-6-0 6-3-0 1-0-0 5x8 = 5 Io M4.00 ,2 MA 3x6 % 6-3-0 12-6-0 3x6 6-3-0 6-3-0 Scale = 1:28.4 Plate Offsets (X,Y)-- [2:0-0-13,Edgej, [4:0-0-13,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.88 BC 0.45 WB 0.20 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.10 4-6 >999 240 Vert(CT) -0.18 4-6 >793 180 Horz(CT) 0.06 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=604/0-5-8, 4=604/0-5-8 Max Horz 2=-86(LC 6) Max Uplift2=-25(LC 8), 4=-25(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/0, 3-4=-914/0 BOT CHORD 2-6=0/709, 4-6=0/709 WEBS 3-6=0/537 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 OC bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 Joh I Truss Truss Type Qty Ply LS2-2825-3 K2947172 B1801102 F03 Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-4-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-Q49j42vPt9I UTRJYshU 1 kpy5FxUHegcJ8yjS0izbMQ8 6-3-0 � 12-6-0 6-3-0 6-3-0 4x6 I I 3 6-3-0 6-3-0 12-6-0 6-3-0 Scale = 1:28.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8_0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.98 BC 0.65 WB 0.93 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-5 >999 240 Vert(CT) -0.14 2-5 >999 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% REACTIONS. (Ib/size) 4=5109/0-5-8, 2=4078/0-5-8 Max Horz 2=81(LC 23) Max Uplift4=-132(LC 9), 2=-121(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4837/137, 3-4=-4832/135 BOT CHORD 2-6=-65/3905, 6-7=-65/3905, 5-7=-65/3905, 5-8=-65/3905, 8-9=-65/3905, 4-9=-65/3905 WEBS 3-5=-63/4949 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=132, 2=121. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1343 Ib down and 43 Ib up at 2-0-0, 1343 Ib down and 43 Ib up at 4-0-0, 1343 Ib down and 43 Ib up at 6-0-0, 1343 Ib down and 43 Ib up at 8-0-0, and 1343 Ib down and 43 Ib up at 10-0-0, and 1349 Ib down and 37 Ib up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 13,2017 ® 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 JA t Truss Truss Type Qty Ply LS2-2825-3 K2947172 B1801102 F03 Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 4=-1349(B) 5=-1343(B) 6=-1343(B) 7=-1343(B) 8=-1343(B) 9=-1343(B) 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page 2 I D:TZasPCUnFyXNprGI H u3H_Xyn5tu-Q49j42vPt9I UTRJYshU 1 kpy5FxU HegcJ8yjS0izbMQ8 ® 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. appin llllll MiTek' 250 Klug Circle Corona, CA 92880 Job ` Truss Truss Type Qty Ply LS2-2825-3 K2947173 B1801102 G01 Common Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, -1-0-0 Arlington,WA 98223 6-0-0 1-0-0 6-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:13 2017 Page I D:TZasPCUnFyXN prGIHu3H_Xyn5tu-Q49j42vPt9I UTRJYsh U 1 kpylYxdteuBJ8yjS0izbMQ8 12-0-0 13-0-0 6-0-0 1-0-0 Scale = 1:23.0 k. AAAAAAAAA AA. AAA AA.AAAA NY.. A. .... A AAA AAZ©.\ AAA.�AlAAAA 3x6 = 10 2x4 I I 9 2x4 II 12-0-0 8 2x4 1 I 3x6 = 12-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.10 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 7 n/r 180 Vert(CT) 0.00 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud/Std BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=-28(LC 11) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 2, 6, 9 except 10=375(LC 17), 8=375(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-306/74, 5-8=-306/74 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Jbb s Truss Truss Type Qty Ply LS2-2825-3 K2947174 B1801102 G02 Common 1 1 Job Reference (optional) ProBuild Arlington, -1-0-0 Arlington,WA 98223 6-0-0 1-0-0 6-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-uHi51Ow1eTQL4bukQO?GH1VJ1 KvXNKXSMcS?Y8zbMQ7 12-0-0 13-0-0 6-0-0 1-0-0 4x4 = Scale = 1:23.0 6-0-0 12-0-0 6-0-0 6-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.78 BC 0.33 WB 0.12 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 4-6 >999 240 Vert(CT) -0.08 4-6 >999 180 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=582/0-5-8, 4=582/0-5-8 Max Horz 2=-28(LC 11) Max Uplift2=-53(LC 6), 4=-53(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-803/0, 3-7=-747/2, 3-8=-747/0, 4-8=-803/0 BOT CHORD 2-6=0/705, 4-6=0/705 WEBS 3-6=0/255 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 b Truss Truss Type Qty Ply LS2-2825-3 K2947175 B1801102 H01 Common Structural Gable 1 1 Job Reference (optional) roBuild Arlington, a Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:14 2017 Page ID:TZasPCUnFyXNprGI Hu3H_Xyn5tu-uHi51Ow1 eTQ L4bukQO?GH 1 VR_K_g NK8SMcS?Y8zbMQ7 4-2-0 8-4-0 9-4-0 I 4-2-0 4-2-0 1-0-0 4x4 = 4-2-0 8-4-0 4-2-0 4-2-0 Scale = 1:21.6 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.27 BC 0.06 WB 0.08 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.00 6 >999 Vert(CT) -0.01 2-6 >999 Horz(CT) 0.00 4 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=426/0-3-8, 4=426/0-3-8 Max Horz 2=61(LC 7) Max Uplift2=-22(LC 8), 4=-22(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-377/11, 3-4=-377/10 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job • Truss Truss Type Qty Ply LS2-2825-3 K2947176 B1801102 H02 Common 3 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 v -1-0-0 4-2-0 1-0-0 4-2-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xynstu-MTGTVkxfPmYBiISw_5 W WqE 1 d_kIX6oxcbGCY4azbMQ6 7-7-8 4x4 = 3-5-8 4-2-0 7-7-8 4-2-0 3-5-8 N O a Scale = 1:21.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.19 BC 0.15 WB 0.05 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 2-6 >999 Vert(CT) -0.03 2-6 >999 Horz(CT) 0.00 5 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-5: 2x6 DF No.2 REACTIONS. (Ib/size) 2=398/0-3-8, 5=305/Mechanical Max Horz 2=64(LC 7) Max Uplift2=-22(LC 8), 5=-3(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-339/26, 3-4=-318/27, 4-5=-263/23 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi MiTek" 250 Klug Circle Corona, CA 92880 Jdb ' '` Truss Truss Type Qty Ply LS2-2825-3 1(2947177 B1801102 HRK Rafter 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N N -1-5-0 1-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:15 2017 Page 1 ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-MTGTVkxfPmYBiISw_5W /gE1f8kKt6oecbGCY4azbMQ6 4-9-15 4-9-15 3x4 4-9-15 rn v 0 Scale = 1:17.1 4-9-15 Plate Offsets (X Y)-- [2:0-2-8 Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.12 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.02 2-3 >999 Vert(CT) -0.02 2-3 >999 Horz(CT) -0.00 3 n/a Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=159/Mechanical, 2=278/0-4-9 Max Horz 2=74(LC 10) Max Uplift3=-57(LC 10), 2=-50(LC 10) Max Gray 3=187(LC 16), 2=287(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 47 Ib up at 2-9-8, and 55 Ib down and 33 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70 March 13,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI.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. mit MiTek" 250 Klug Circle Corona, CA 92880 Job ` y Truss Truss Type Qty Ply LS2-2825-3 K2947178 B1801102 J01 Jack -Partial 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page ID:TZasPCUnFyXNprGIHu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp1IMSapM8eZrFulqwx6cl zbMQ5 1-1-9 1-10-15 3-5-8 1-1-9 0-9-7 1-6-9 1-10-3 1-10-3 1-10i15 o -d- 2 3-5-8 1-6-9 0 Scale: 1".1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.15 BC 0.16 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=71/Mechanical, 2=193/0-3-8, 4=26/Mechanical Max Horz 2=50(LC 8) Max Uplift3=-41(LC 8), 2=-5(LC 8) Max Gray 3=71(LC 1), 2=227(LC 14), 4=58(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 6; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 39 Ib up at 1-10-3 on top chord, and 6 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-39(F) March 13,2017 ® 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 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 r Truss Truss Type Qty Ply LS2-2825-3 K2947179 B1801102 J02 JACK 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page 1 I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-gfgsj4yHA4g2Kv 17Xp1 IMSap08fjrFulgwx6cl zbMQ5 3-5-8 3-5-8 3-5-8 3-5-8 Scale = 1:17.5 Plate Offsets (X.Y)-- [2:0-1-11,0-2-3] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.18 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=94/Mechanical, 2=239/0-5-8, 4=25/Mechanical Max Horz 2=79(LC 8) Max Uplift3=-44(LC 8), 2=-5(LC 8) Max Gray 3=94(LC 1), 2=239(LC 1), 4=57(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek' 250 Klug Circle Corona, CA 92880 Jot ' Truss Truss Type Qty Ply LS2-2825-3 K2947180 B1801102 J03 JACK 11 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:16 2017 Page I D:TZasPCUnFyXNprG I Hu3H_Xyn5tu-gfgsj4yHA4g2Kv17Xp 1 IMSapk8gfrFulgwx6cl zbMQ5 1-11-8 1-11-8 1-11-8 Scale = 1:12.4 Plate Offsets (X Y)-- (2:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.13 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=175/0-5-8, 4=15/Mechanical, 3=46/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-10(LC 8), 3=-22(LC 8) Max Gray 2=194(LC 14), 4=34(LC 3), 3=47(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ®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. Mil MiTek* 250 Klug Circle Corona, CA 92880 Jot ` L Truss Truss Type Qty Ply LS2-2825-3 K2947181 B1801102 J04 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page 1 I D:TZasPCUnFyXNprGI Hu3H_Xyn5tu-lSOEWQzvxOovx3cJ5 WY_vf7_eY0_ainv3Zhf9TzbMQ4 3-5-8 3-5-8 2x4 I I 4 8.00 12 2x4 11 3 3x4 = 6 5 2x4 II 2x4 1I Scale = 1:17.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8. 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.12 BC 0.02 WB 0.02 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 5=40/3-5-8, 2=163/3-5-8, 6=153/3-5-8 Max Horz 2=68(LC 5) Max Uplift5=-9(LC 5), 2=-2(LC 8), 6=-31(LC 8) Max Gray 5=42(LC 16), 2=188(LC 14), 6=153(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® 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 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 Jot • s Truss Truss Type Qty Ply LS2-2825-3 K2947182 B1801102 S01 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 r O 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:17 2017 Page I D:TZasPCUnFyXN prGI H u3H_Xyn5tu-IsOEwQzvxOovx3cJ5 WY_vf7?YY0Uai8v3Zhf9TzbMQ4 1-10-15 210-p 1-10-15 0-1-1 3x4 — 1-10-15 3 1-10-15 210-D 0-1-1 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.06 BC 0.06 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 1-3 >999 240 Vert(CT) -0.00 1-3 >999 180 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 1=82/Mechanical, 3=16/Mechanical, 2=66/Mechanical Max Horz 1=36(LC 8) Max Uplift2=-27(LC 8) Max Gray 1=82(LC 1), 3=36(LC 3), 2=66(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 13,2017 ® 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 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 LS2-2825-3 K2947183 B1801102 X01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N 0 4-11-12 4-11-12 5x8 = 12 C71 2x4 II 3 6Z1 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page 1 ID:TZasPCU nFyXN prGI H u3H_Xyn5tu-m2yc8mzXihwmZCBVfE4DRtfOUy9FJzg2HDQDhvzbMQ3 9-7-12 14-7-8 1 4-8-0 4-11-12 RI 3x4 = 5x8 = 4 E3 5 0 11 13 12 3x6 11 14 1510 16 10x10 = 4-11-12 4-11-12 17 18 9-7-12 9 8x8 = 19 14-7-8 20 87 3x6 I I 4-8-0 4-11-12 Scale = 1:58.7 Plate Offsets (X,Y)-- [2:0-2-8,0-1-12], [5:0-2-8.0-1-12]. [9:0-2-8.0-4-12) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.69 BC 0.85 WB 0.81 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.07 10-11 >999 240 Vert(CT) -0.12 10-11 >999 180 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 143 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 2-11,5-8: 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 11=2996/Mechanical, 8=3258/Mechanical Max Horz 11=247(LC 7) Max Upliftl 1=-434(LC 4), 8=-468(LC 5) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-2422/385, 2-3=-1111/159, 3-4=-1111/159, 4-5=-1115/161, 5-8=-2427/386 BOT CHORD 10-16=-227/1115, 16-17=-227/1115, 17-18=-227/1115, 9-18=-227/1115 WEBS 2-10=-390/2513, 3-10=-340/85, 4-9=-344/169, 5-9=-392/2523 2-0-0 oc purlins (6-0-0 max.): 1-6, except end verticals. Rigid ceiling directly applied or 9-6-6 oc bracing. 1 Row at midpt 2-11, 5-8, 3-10, 4-10, 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11=434, 8=468. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 Ib down and 99 Ib up at 1-8-4, 714 Ib down and 99 Ib up at 3-8-4, 714 Ib down and 99 Ib up at 5-8-4, 714 Ib down and 99 Ib up at 7-8-4, 714 Ib down and 99 Ib up at 9-8-4, and 714 Ib down and 99 Ib up at 11-8-4, and 714 Ib down and 98 Ib up at 13-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 March 13,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 r Truss Truss Type Qty Ply LS2-2825-3 K2947183 B1801102 X01 Flat Girder 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Mar 13 10:38:18 2017 Page 2 I D:TZasPCUnFyXN prGI Hu3H_Xyn5tu-m2yc8mzXihwmZCBVfE4DRtfOUy9FJzg2HDQDhvzbMQ3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 7-12=-16 Concentrated Loads (Ib) Vert: 9=-714(B) 13=-714(B) 15=-714(B) 16=-714(B) 18=-714(B) 19=-714(B) 20=-714(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M1t^ MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION V " Center late on oint unless x, 1 /4 offsets are indicated. y Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracin 9 g, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. s ackr eat eed the dnade loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. p p y 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. backalonewords 19. Review port, , and picturesall) beforeionsof use.this Reviewingdesign(frontpictures is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS I (Drawings not to scale) 2 3 Dimensions are in ft -in -sixteenths. peik Apply plates to both sides of truss and fully embed teeth. O'1fi r TOP CHORD ILNIlipypiril)%4 i p4. _ _�3. For 4 x 2 orientation, locate plates 0-ild' from outside edge of truss. This symbol indicates the c�-8 C6-7 cs s ~ BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTek® All Rights Reserved required direction of slots In * Plate software PLATE 4 LATERAL BEARING *MEMO location x //� 410 1 connectorplates. 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 1 bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint ,>ri 1\/1 iTe k MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. �_ Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.MI DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate r Connected Wood Trusses. 0) - 0) N 0 .G r111 �CC11CC IJ O O N N O 0) N W ▪ - o - o - 0• ) a 0..-. O O O O A - A - 0) A Cb OD 07 N 02 x x = x W W x W o o W 0, O O O 00 O 7 C 0 O_ 0 Cn o C O 7 U O (•D N n ao' 0 41 G) N ID 7 ID rn W N CO A 0) O c O -+ - O. 0 0) 0 0 O a0 -m. O' O O O ID 02 ▪ A O) A l]D ND OD x = _ _ ▪ x x x -n boaWW o o in o - 0 0 0 7 m N. Cn C 0 3 N • •ao;eo!pU! pue Ile' serial cn (in O O 0 0 36-00-00 4-00-00 4-00-00 0 N O 0) O O ,0 0 N G1 i 0) N co HUS26 HUS26 coo HUS2 17 �I xi mD HUS26 ,„ %33 i' HUS26 3/12 18/12 v A0-1- 1-1'1-04 HUS26 rn 0 O 0 ao N 0D O H0*(3), 0 -W 0 L 3 00_00% 1 to 9, 0 0 0 1 0 T , J02 J01 r B0 tn. m HGUS28-2 HUS26 r C Cn r 17-05 08 r r C HGUS26 HUS26 AO4A 0 HUS26 0 O N 4 N N 7' HUS26 HUS26 HUS26 HUS26 HUS26 HGUS26 A0413 HUS26 /12 I 18/12 v N -- D v A o in HUS26 0 0 'CO 0 O IO 0 ,. 0 O 0 0 18/12 A06 T 1-11-04 J04 C01 o I 3-06-00 0 0 16-06-00 41-00-00 to N 0 0 O O O O 1 0 01 0 O 0 0 - IV O GJ 0 0 00 0 0 o O 0 0 1 r r 15-06-00 4-00-00 I PRO3uiIiI w BUILDER : PROJECT: ADDRESS: Cary lang const. 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 Subdiv : LOT : MODEL : JOB #: LS2-2825-3 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 On Site Storm Maintenance Agreement For King County Parcel: #0017900-2410-00 Address: 12553 5151 PL S Tukwila, WA 98168 Owner of 12553 51" P1 S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 11/8/18. Cary Lang, Owner State of WA County of Kj fl In 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: i (l0 f 1 `.\\‘\\\111111►f RIE A 4 • 81. s.?9.21 F .cO : liWAsN\�6��, OP - 4 0 2s ?.L(r't'E Name: Notory 1 ublic in and for the�State of (,U.- Residing at: Ic.t['`L.e.�)c-t , LU/� My appointment expires: 65. 1941 1 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. f IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 11° day of /1/1-1 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 st tedt he was authorized to execute the instrument and acknowledged it as the t of Cary Lang Construction, Inc., a corporation, to a the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated q\10\1(4. t�. V-4011 Notary Public in d forithe State of Washington residing at \fi11t My appointment expires IA DATED this GRANTEE: By: Print Name: Its: day of fflct CITY of TUKWILA Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2018 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. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: /2 a (.(J2 -,-(c NOTARY PUBLIC, in and for the State of Washington, residing at ) rc My commission expires: L 1 ° I18 O'ERMIT COORD COPY:. 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0054 PROJECT NAME: CODIGA - LOT A SITE ADDRESS: 12553 51ST PL S X Original Plan Submittal Response to Correction Letter # DATE: 03/08/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: uilding Division Qrifi--1? Public Works Fire Prevention Structural tikt$ Ai) 4'1016 Planning 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) Nom4q7uNoY-GAS 04/10/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 CARY LANG CONSTRUCTION 45 Washington State Department of Labor & Industries 0 Home Espanol Contact. Search L&I Page 1 of 2 SEARCH A -Z Index Help • My L&1 Safety & Health Claims & Insurance Workplace Rights CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance 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. Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 5/10/2018 L:\Working\R18180 — 125XX 51ST Place S (LANG Construction)\CADD\Dr 0 a. Feb 26, 2018 — 11:41pm 7 7 7 7 i 7 7 7 7 i VINYL FENCE 0.5f N. OF PROP. LINE 7 s Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. 7 i 7 7 7 i i 7 7 7 7 i TBM FOUND 5/8" REBAR: & CAP "LS 17659" ELEV=19.81 (ASSUMED) INSTALL SILT FENCE PER DETAIL THIS SHEET N f %o 't , A 4,.. A iitit "tioll 14. , ,L4): fcitiAll 4 lid itfi 4: r I\ : A: k .% .,,e, ii 4 totrit34.40. INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET CLEARING LIMIT (5,600 SF - 0.13 ACRE) TEMPORARiY STOCKPILE COVER Wl'fH PLASTIC PER DETAIL THIS SHEET INSTALL TREE PROTECTION FENCE PER DETAIL THIS SHEET 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: !SEPARATE PERMIT REQUIRED FOR: mechanical Ld Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION NEW LOT LINE ADJUSTMENT'', PER L18-0010 (TYP) e PRcP- 0,1 LOT B O JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. LEGEND PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — ADJACENT PROPERTY LINE PROPERTY CORNER EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) ONSITE 120 10 O PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Divisions of DCD Approved By: V� a) 1�k wj Date: Li-'?J)^ 1 gi SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN. CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED FILE COPY Permit No. b 9- 00 5 �1 Plan review approval Is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copnd conditions Is acknowledged: 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. :��°:� .19 ...� 11 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 z z N FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE By: Date: i s//o//8 City of Tukwila BUILDING DIVISION UNDISTURBED GROUND TOE IN SHEETING IN MINIMUM 4"X4" TRENCH 11,111,1 1=III---=III=1 PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE 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 4" TO 8" QUARRY SPALLS REVISIONS o chances shall be made to the scope of tarp''; >*ithrt=t prior approval of Building Division. NOT: 1-la''sio-I5 will require a new plan submittal and may include additional plan renew fees. R=25' MIN. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION 100' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS 0 0 V ce co 0 Z 0 CO LLJ J U) Lc) LC) CNI co 0 0 z z 0 r0�/� V ) I EXPIRES:77/03 Lu CO 0 CO N CO Cr) N DESIGNED BY: z Z H. H. PHAN PROJ. MNGR: RESION DESCRIPTION RECEIVED TY OF TUKWIL PERMIT CENTE A R w 0 O J z 0 J — \ \ VINYL FENCE N. OF PROP. LINE EG=24.00 N CONSTRUCTION NOTES: FG=23.85 9� ZJ 15'DT EG=25.50 0 CONSTRUCT ROOF / FOOTING INFILTRATION TRENCH (4'W x 24'L x 2'D) PER DETAIL 1 ° ® INSTALL 10 LF 6" PVC SDR 35 SD @ 2.00% MIN. ® INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=24.00 0 IE (NE, SE)=22.00 IE (SW)=21.90 x uo ® INSTALL 8 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN. 50 INSTALL 11 LF 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% MIN. 6 INSTALL 60 LF 4" PVC SIDE SEWER @ 2.00% MIN. C INSTALL 1" WATER METER & SERVICE LINE BY CO m E (CITY OF TUKWILA) ® INSTALL 23 LF 1.5" WATER SERVICE LINE ® CONSTRUCT (2'W x 12'L x 2'D) GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2. CI CONSTRUCT 29' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) CONSTRUCT 29' WIDE CONCRETE DRIVEWAY UTILITY TRENCH (POWER & COMMUNICATION) v(JvU 5/6 REBAR: & CAP "LS 17659" ELEV=19.81 (ASSUMED) 7J 12"DT FG=24.50 4" PVC ROOF DRAIN COLLECTOR @4.00% EG220.4 ROOF OVERHANG 4" PVC FOOTING DRAIN COLLECTOR @ 1.00% GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION: PARCEL NUMBER 0179002410 2' GRAVEL STRIP SLOPE CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y ' GRAVEL STRIP DETAIL SCALE: NONE FOUNDATION NOTES: NEA SAWG T\L�(J EG=21.50 \ CO EX. 10"';DI WATER`MAIN EX. 8" PVC SEWER MAIN FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 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) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE Know what's below. Cali before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 inch = 10 ft. SEE PLANS 4" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH PLAN VIEW NTS WASHED ROCK 3/4" -1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND 10.0' 5.0' N ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK 1 FINE MESH SCREEN ELEVATION VIEW NTS EXISTING GROUND z 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) WALKWAY, PATIO & LANDING DRIVEWAY TOTAL 2,180 SQ. FT. 214 SQ. FT. 557 SQ. FT. 2,951 SQ. FT. 2,951 / 6,500=0.4540 X 100% = 45.40% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) TOTAL 2,180 SQ. FT. 2,180 SQ. FT. 2,180 / 6,500=0.3353 X 100% = 33.53% MAX. BUILDING COVERAGE LEGEND 4" SOLID PIPE APPROVED APR 10 2018 PUBLcityf IC Works REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION PROPERTY LINE -- B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE _ — ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE SHEET 2 OF 2 SHEETS REFERENCE SHEET NO. �42815 GlSTER EXPIRES: t1 a.I NOTES BUILDING CODE; 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY IatreRENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IBC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (BNCW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 P8F FLOOR DEAD LOAD • 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'ES', RISK CAT, II TYPE: V OCCUPANCY GROUP: R-3 pESIGN CRITERIA: TABLE R3012(U GROUND SNOW LOAD END DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESK�N TEMP. ICE SHIELD TINDER- LAYMFJNT REGUIRD FLOOD HAIARDB AIR FREEING INDEX MEAN ANNUAL TEMP (MR4) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND -BONE DEBRIS ZONE WEATHERING FROST LINE DEPTH TERMITE 25 110 PI/02 MOD 18 MOP - 11 NO R LOCAL JURISDICTION JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE BOIL BEARING OF I500 PBF, EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. r MINIMUM COMFRE. " IYE STRENGTH GF CONCRETE FER TABLE R4022 TYFE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMFRESSIvE STRENGTH (rc) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRUCTURAL) 2300 pal BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR UALLB 4 OTHER VERTICAL CONCRETE WOFX EXPOSED TO THE UEATHER 3p00 pet (5x to lx air erltrelned) PORCHES, CARPORT SLABS 4 STEPS EXPOSED THE WEATHER 4 GARAGE FLOOR SLAB. 3p00 pet (5% to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REvIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM 4615 GRADE 60. UN.O. (SEE STRUCTURAL) isATION BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH I/4'x35t3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN I' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UNO. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IBC R311.I.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE 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 GRADE. IS' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRAPE. DAMPPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (8) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: I. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. Y. OF ACRYLIC MODIFIED CEMENT. 3. t'e' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN 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 BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: I. 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. t'e' CEMENT -BARED, FIBER -REINFORCED, WATERPROOF COATING. 8. 60-MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS 18 PERMITTED. COLD -SETTING ASPHALT OR 140T ASPHALT SHALL CONFORM TO 1 TFt C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND 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 TWO INCHES. TOPPING 4 FIRE IBL pRAFTSTOPPING R302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING 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 8E PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING 18 SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFT8TOPPING SHALL CONSIST OF MATERIALS LISTED IN IRO SECTION R302.12.1. FIREBLOCKING R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL 8E 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 SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF SAID WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. 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 (4'2' 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 BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION RI003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.11,1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. WALL CONSTRIJCTIONMRAMING GENERAL. ALL MINIMUM NAILING SHALL 8E IN ACCORDANCE WITH IBC TABLE 2304.10.1 AND IRC TABLE R6023(I) UNLESS NOTED OTHERWISE. GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R10235 MINIMUM THICICNE55 AND APPLICATION OF GYPSUM BOARD TABLE R10238 THICKNESS OF GYP&2M WARD OR Gfl 8 1 PANEL PRODUCTS (INCHES) APPLICATION ORIENTATION CF GYPSUM BOARD OR Gypsum FARE. PRODUCTS TO FRA1'IRYi MAXIMUM SPALMG CF + MEMBERS RB CINCHES OW MAXIMUM SPACING OF FASTENERS [INCHES) SIZE OF TO WOILS FOR APPLICATION UIDOD FRAMING NAILS w/o adhesive SCREWS 3/8. 3�, CEILING PERPENDICULAR 16 T 12 13 GAGE, 1-1/4.LONG, 19/64'. HEAP, 0.090' PIA, I-1/4' LONG, ANNULAR- RINGED, OR 44 COOLER NAIL, 0080' PIA, 1-38' LONG,1/22' HEAD. I EITHER DIRECTION I6 8 16 Irs. CEILWG EITHER DIRECTION K, 1 12 13 r'a„R 1.3,8' LONG, 19/64' NEAP, 0ID38' DIA. 1-1/4' LONG, ANNUL4R- CEILMY• PERPENDICULAR 24 1 12 oR GY, OR Set COOLER NAIL, 0886' DIA, 1-9/S' LONG, 13/64' HEAD, PetniSOAFC NAILVB , 0.9i3' DIA. 1-' LONG, 9/32' HEAD. WALL EITHER DIRECTION 24 8 a WALL EITHER DIRECTION 16 8 16 138' CEILING EITHER DIRECTION 16 1 1 13 GAGE, I-8/8' LOIY•, IS/64':HEAD, 0ID98' DIA, I-3/8' LOP, ANiILAR- RINGEM OR 6d COCLER NAIL, 0092' DIA, I.1Ae' LONG, I/4' HEAD, OR GYPSIH BOARD NAIL. 0.09B' DIA. 1-1/8' LOIN.-, I9/64' HEAD. cEILING FERPQ'1PIOULAR 24 1 12 TYPE X AT GARAGE CLG BENEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 ,.. I-1/8' LONG 64 COATED NAILS OR ECLUIVALENT DRnUALL SCREWS. SCREWS SHALL CCI1PLY WITH SECTION R102981 WALL EITHER DIRECTION 24 8 12 B GAGE, 69/8' LONG, IB/64':: HEAD, 0.030. DIA, 1-3/8' LUNG, ANNl1LAR- RRYEED, OR 6d COOLER NAIL, 0092' DIA, 1-1/8' LONG, 1/4' HEAD, OR GYPSUM BOARD NAIL, 0A919' D14 1-1/8' LONG. 19/64' HEAD. WALL. EITHER DIRECTION 16 8 16 APPLICATION WIN ADHESIVE 3,93, CEILING PERPENDICULAR 16 16 16 SAME AS ABOVE FOR 3/8'PBIA GYPB4A9 BOARD AND GIM PANEL WALL EITHER DIRECTION I6 18 24 FRoDuCTS. I/1' OR 9/8' CEILING EITHER DIRECTION 16 16 16 SAKE AS ABOVE FOR 1,2' AND 9/8' G7P911-1 BOARD AND GYPSUM PANEL PRODUCTS, REBPECTIVEL7. CEILPIG PERPENDICULAR 24 Yt 16 WALL EITHER DIRECTION 24 lb 24 TWO 3Ae LAYERS CEILliA3 PERPENDICULAR 16 16 16 BABE PLY NAILED AS ABOVE FOR I' GrPSU'1 BOARD AND G7PSIl'I WALL EITHER DIRECTION 24 24 24 PANEL PRODUCTS, FACE my INSTALLED 112TH ADHESIVE FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED 130X (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NOS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d 130X (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' PIA., 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), I6d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.006' DIA., 1-5/8' LONG ), 6c1 COOLER (0092' DIA., I-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APi-,' OVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: ,1019T9: WOOD TYPE: 2X4 2X6 OR LARGER 1-F'2 - Fb•850 pet, Fv•15 pel, Fe•1300 pet, E•1200000pei HF'2 - Fb•850 per, Fv•15 pal, Fc=1300 pel, E=1200000pe1 lial 4X 6X OR LARGER OF-L '2 - Fb=900 psi, Fv95 psi, Fc=1350 pel, E=1600000pe1 DF-L'2 - Fb=815 pal, Fv85 pei, Fee600 pig, EeI300000pei STUDS 2X4 2X6 OR LARGER HF'2 - Fb•850 per, Fv•15 pet, Fc=1300 psi, E=1200000per 14F'2 - Fb-850 pet, Fv•15 pei, Fc•I300 pet, E•1200000pei posts 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER 14F'2 - Fb•900 pet, Fv•95 pal, Fc•1350 pet, E•1600000pet 1-F'2 - Fb•900 pel, Fv•95 pel, Fc•1350 pet, E•1600000pet DP-L 'I - Fb•100 pel, Fv85 pet, Fc•415 pet, E•1300000pei DF-L '2 - Fb•100 pel, Fv•85 psi, Fc•415 pel, E•1300000pe1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 09 2018 City of Tukwila BUILDING DIVISION GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 165 PSI, Fe • 650 PSI (PERPENDICULAR), E • 1.800,00 P91. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv • 290 PSI, Fc • 150 P81 (PERPENDICULAR), E • 2,000,000 P91. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2600 PSI, Fv • 285 P81, Fe • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAF LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NCNBEARING WALLS SHALL 8E HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/IUALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED, MINIMUM NAILING SHALL BE 8d COMMON • 6' O.C. • PANEL EDGES AND 12' 0.C, IN FIELD UN.O. ON 9HEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL 8E 3/4' T4G RATED (40/10)SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' 0.C. al 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 FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL 8E INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 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, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRICTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. OR DOORS. WINDOWS AND SKYLIGHTS PER 2015 WASHINGTON STATE ENERGY CODE. WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED, BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE BLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OFzoo BQFT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS 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 MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRAPE, IT SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR A9 OTHERWISE REQUIRED PER IRO SECTION R308,4 I. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLD DOOR ASSEMBLIES PER IRO SECTION R308A.1, 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' CF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IBC SECTION R308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT., THE BOTTOM EDGE I9 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 IRC SECTION R308.4.4. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING NOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE 1E3 LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRO SECTION R308.45. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE I9 LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IBC SECTION R308.46. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRO SECTION R308.4.1. 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. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: I. WHERE SUCH MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING I9 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT 18 NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R.316. R302.102 LOOSE -FILL INSULATION( LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE A6T 1 E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.1 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 91022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC S1022, PROVIDED SUCH INSULATION COMPLIER WITH THE REQUIIetMeNTB OF SECTIONS R302.10.1 AND R302.103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION( CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPBC 16 CFR, PARTS 1209 AND 1404. R302.10.1 EXPOSED ATTIC INSULATION( EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER R302.105 TESTING TESTS FOR CRITICAL. RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH AST11 E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASICETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR 11 VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: I. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS IN TABLE R102.1.1 IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT-FACED FIBERGLASS BATTS. CLASS III: LATEX OR ENAMEL PAINT. R11)2.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OF THIS SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIVALENT VENT AREA SHALL 8E PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(1.). 2. BRICK VENEER WITH A CLEAR AIRSPACE A8 SPECIFIED IN TABLE R10384. 3, OTHER APPROVED VENTED CLADDINGS. W9EC R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. R402.4.12 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 L�� INSPECTIONS AND POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHCIC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATES SHALL LIST THE 1 T r-' S AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAB -FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS -FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT 8E LISTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH W9U RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 W9EC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. ING NOTES: RODENT PROOFING: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS It OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING 131' FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY 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 42 OF AN INCH IN THE LEAST DIMENSION. WATER HAMMER 609.10(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(S) TC ABSORB HIGH PRESSURES RESULTING FROM THE QUICK CLOSING OF THESE VALVES. WATER HAMMER ARRESTORS SHALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE INSTALLED AS CLOSE AS POSSIBLE TO QUICK ACTING VALVES. LIGHTING WBEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 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 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 R.3038 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 BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING Cc D A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT T LANDING OF THE STAIRWAY. CITY OF TU MLA pRILLING AND NOTCHING STUDS PER SEC R6026 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: MR (17 20 I. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DE EXCEED 40% OF A SINGLE STUD WIDTH. 14511,17fJENTER H NOT TO 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 411 INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO ESE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R6026(1) 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 R6026.1 WHEN PIPING OR DUCTWORK 19 PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 INCH THICK AND I-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MINIMUM LENGTH OF I.1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINtoo ' OF 6 INCHES PAST TH ..,.,'PENING. 8 E FIGURE EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED z co °-a Y04 j caV a zN + yN dam. .. •o ^• E E za • � o 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all - local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer tor compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 2015 N-1 OOF ATTICVENTILATION CALCULATIONS INTE& TED 24 W--TOLE HOUSE VENTILATION SYSTEM SEC. MI501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING, PER IRO 006.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH IV MIN. 4 11/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW CF AIR (MN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT Of NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA I) 1,191 SQ. FT. OF ATTIC AREA/300 • 5.91 SQ FT. Of VENTILATION REQUIRED (860 SQ. INCHES) UPPER VENTS • 430 Sq. In. (9 AF50 VENTS) LOWER VENTS • 430 Sq. In. 36 EAVE VENTS x 12' PER BLOCK ■ 432 Sq. lit )..OUTER ROOF - PORCH: (AREA 2) 46 SQ. FT. OF ATTIC AREA/300 • .5 SQ FT. OF VENTILATION REQUIRED (22 SQ. INCHES) UFFER VENTS • II Sq. In. (2 AF30 VENTS) LOWER VENTS • II Sq. In. I EAVE VENTS x 12' PER BLOCK ■ 25 Sq. In. 1 AF50 VENT x 50' PER VENT • 50 Sq. In. LOWER ROOF - GARAGE: (AREA 3) 81 SQ. FT. OF ATTIC AREA/300 • 21 SQ FT. NOTE: UPPER ROOF VENTING PROVIDED BY Tx10' AF50 ROOF VENTS. (50 1 IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 I/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 I/8' DIA HOLES • I4.16 Sq. In. WO MESH NFA w/ MESH • 12' Sq. In. PER BLOCK OF VENTILATION REQUIRED (40 SQ INCHES) NOTE' UPPER ROOF VENTING PROVIDED BY VENT EAVE VENTS • 20 Sq. In. (85 SQ I FER LINEAL F-A-VENT AT.) UFFER VENTS • 20 Sq. In. (I AJ30 VENTS) LOWER VENTS •20 Sq. In. 2 EAVE VENTS x 12' PER BLOCK • 24 Sq. In. 41'-0' (12 EAVE VENTS) N f- U.1 W (AREA I) 8'-0' (4 EAVE VENTS) r 1I -6' (4 EAVE VENT ) 0 : • to N 8'-0' (4 EAn E VENTS) (AREA 2) (AREA 3) 20'-0' (2 EAVE VENTS) MECHANICAL HEATING EQUIPMENT ALL. WARM-A1R FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY ANC) INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED A8 A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES, LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST IS' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL, THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, 1 Tr-t L VENT, I Tt-'t B GAS VENT OR I 'TY= BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR I. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. texas • 100 SQ INCH TRANSFER GRILL PER IRC G24334 (614.6) TED 24 VENTILATION SYSTEM. SEC. Mel AS AMENDED BY WASHINGTON STATE MI501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OP THE BUILDING. M15013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI5073.1 THROUGH M150133. MI5013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION MI5013.4, MI50135, MI50136 OR MI5013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. 1-1150132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL SE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE•HOUSE VENTILATION SYSTEMS. CONTINUOUS WH0LE-HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY vISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 5.3 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR CUT OF EVERY FOUR 55 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER 5b 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MI50132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. M150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4-14OUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE MI50133(1) IS MULTIPLIED SY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE MI50133(2). MI50135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM, THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL SE DEEMED TO SATISFY THE REQUIREMENTS FORA WHOLE -HOUSE VENTILATION SYSTEM. M150155.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR ,AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150152. THE REQUIRED FLOW RATE SHALL SE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 111501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL SE INSULATED TO A MINIMUM OF R-4. MI501353 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: I. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M1501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 eft AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfm AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfm AT 0.10 INCHES WATER GAUGE. MI501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL SE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL SE READILY ACCESSIBLE. TABLE MISG 133(1) CONTINUOUS?, WHOLE MOUSE MECHANICAL VENTILATION SYSTEM AIR FLOW RATE REGYJIIFEPIENTB. DWELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6 -1 >1 AIRFLOW IN CFM <I,500 30 45 60 15 90 1,501-3000 45 60 15 90 105 3.001-4,500 60 15 90 105 120 4,501-6,000 15 105 120 135 6 000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 TABLE M50133(2) INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS RUN-TIME % IN EACH 4-I4OUR SEGMENT 25% 33% 50% 66% 15% 1009' FACTOR 4 3 2 1.5 I3 1.0 TABLE MISAVIA MINIMUM RECAJIRED LOCAL EXHAUST RATES FOIR ONE- AND TWO-FAMILY DWELLINGS AREA TO SE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cfln CONTINUOUS BATHROOMS -TOILET RIMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cfm INTERMITTENT OR 20 cfm CONTINUOUS B 1EleVISY CODE IANCE AND OPTICNS 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 406.2 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c • 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS SASE ON TABLE R402.I.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U•028 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-I0 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION R402.I.4: REDUCE THE TOTAL. UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM ARJE 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 (05 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 10 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 SHOWER -EARS, KITCHEN SINK FAUCETS, AMID OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (1.5 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA VAR 0 7 29I3 PERMIT CENTER 1. Contractor or builder must verily all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: MI501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI501.4. N-2 2x6 EXTERIOR WALL 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SHEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/I6' PLY OR OS15 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO WALL FLASHING DETAIL N.T.S. BARRIER OVER R SHEATHING, OR SUBSTRATE FINISH 51DING, GSM TRIM PLASHING WITH B" MIN. VERTICAL LEG, HORIZONTAL WOOD TRIM HOR I Z. TRIM AT SHEATHING/WOOD STUDS N.T.S. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER N.T5. E. E 2 \V \ ROOF ED SEC. = 452.6.5 DRIP 1aIt AT E GABLE A MIN. OVER_ 12 L II 11 II II 11 1 Il I1 I 1 1 111TI (11 II 1 Ill l 1 11III 11III 1 11,U 2 AS 12 1 11 11 II1 111111 I I Li 111 Illl U I IIIIII IIII II 111111 Illlll III l II Ill 1 1 11 J111111i1II IIli1 1 11111U Ui1 II 11 U 111111 U11U� II II 1111 11 ( 1 Jl J 111 JI IL ATOP SL 6 FRONT REAR PORCHES FLASHING, TYP PER SIDE IF SITE REQUIRES 5/4x6 BAND BD. ATOP SLAB m FRONT 4 REAR PORCHES W/ FLASHING i;ZONT ELEVATION ( EAST) 1/4"=1'-O" ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.13 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 12.3 OF TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 33C OF INS 602/AEI 530.I/ASCE 6 OR THE MANUFACTURERS INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF t'j INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.015-INCH OR 26-GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 3I"2 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF I INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R103.2 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION R103.122. COMP ROOF 5/4x8 BARGE W/ 5/4x10 RAKE TRIM CEDAR SHAKE BIDING, 5/4x6 FASCIA IN/ CONT. GUTTER 5/4x4 WINDOW TRIM 6" HORIZ. LAP SIDING V4/ 6" EXP. 5/4x6 CORNER TRIM STONE VENEER ADHERED 2x6 W/2xS CHAMFERED GAP GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CVTV OF TUKWILA hint 0 7 20I3 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF I/2' PER SEC. R315.1 2-2 a 1 12 12 12 m� ars:�tm Nwaria 18'x24' GABLE VENT (TYP OF 3) ji J 1R161-17 L!VAT I ON (NORTH) I/4"=11-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 09 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY O�� F TUKWILA VAR0 7 2013 PERMIT CENTER 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 verity 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 forcompli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, Plan No: LS2-2825-3R Date: 2-27-IS 1-IOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF I/2' PER SEC. R319.1 2 Z • 55'-0' 41-0' / 8' -0' ;c / 4'-9' 12'-0' / 20.-3' / 2.-6' / 5'-6' / / 1'-3' T-6/ 5'-9' / 6'-3' 5'-5' / -tI-0, / 1'-10' / PATIO CONC. 6/0x'/0 XO IOf//ll/l//////G r////l%//l/ 6/0x4/0 XO �` (2) 6/0x6/0 XO /Ol/O//%//// /l/, ////l//%i//%/O////%/%/ ♦ %OD%//O/iih /,,,, %/// /e. N ,,,, / \ / 4 DINING 2x6 % a� ' /V. 9'-0' CEILING WALL ` it - A �` SINK DW KITCHEN T ♦ METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' / 9'-0' CEILING etSQ IN.OUTSIDE AIR x 100 Ctrs p PAMILY 00 a E.F. in0 DOOM MEDIA 5 11 ' fc'-2' 4'-1' n ♦ ♦ 6! 4'-0' 6.-6�i'ir3 / 9'-0' CEILING CENTER----- 11-11' 2 y -4'/ / / REFR 2x6 WALL HIGH - ♦ %//O///1//ll/>,36' / � iv i DESK J in j b dam,,,„ % /� \\l\l /,'/ i l i; ±\ SH . BATH l'l EFF FURN. 9 MAX ' / \\7111,)" . 0��. U / , -4 BTU/HR 43,542 - _ �€ tri dI PANTRY / \ 8 G 0 »»OPNG , Z +A VEHICLE IMPAC‘‘. LINE 1c BARRIER \ „0-„-- ,mmnom„i„m,o,iio,no4 5�EP. CFM 1 „or.,ono,�.outFLOOR <u.� m --...0 �'-- l ABOVE r R45 ib' MIN. SOLID CORE SELF CLOSING DOOR W MOUNTED RI At RL151 NAT. GAS ENTRY' qWb - WOOD,STEEL OR 20 MIN. - WATER SYSTEM s0ESS�TETO ›,-- $PAC v\ 411 P.T 6x6 POST 3i DEN "x r aU R a l- ` i �,, \ r- - i 9'-0' CEILING ' 1� 4 , , _��` - r I it • ♦ GARAcSE ,,+\ �1'� \ :/0FXS'`\ GO D 10' COL. w/ /' ; ;s ( Q ( USE 1/2' TYPE 'X' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYERS 5/8' TYPE 'X' ON CEILINGS. WRAP 1 ALL EXPOSED POSTS AND BEAMS IN -- SRC. VENNEEER / �q I/2' TYPE 'X' GWB GONG. I 30 x 8/0 O.H. DR 0 ' %/`f////`/1` r ///' ; �T; o °) r 1 / 16/0x8/0O.H.DR •\ O \ ` / X// ♦ / /n/ / % ice.„ %j,. 1'-8' 3'-10' 6'-3' 6'-3' / 9'-6' / 10'-0' / 10.-0' S'-0' / 6'-0' /2'-0'/ / / / 12'-6' II'-6' 20'-0' I '-0' / / / 55.-0' XX a ♦ ♦ ♦ 0 ♦ LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R3113.1) A WI4OLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 y FOR REQUIREMENTS. •REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTT OF THE EXHAUST DUCT SHALL SE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. _i = 100 SO INCH TRANSFER GRILL MAIN LOOS FLAN 1/4' . I' -0' INTERIOR 8TAIRLUAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF 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 GRADE LEVEL SHALL SE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. BLUE �18E AU TRACER MEAL ATER SERVICE PIPING PER UPC 604.9. MAIN FLOOR AREA UPPER FLOOR AREA TOTAL 6ARAQE 1225 S. FT. I600 SO. FT. 2825 S. FT. 656 SQ. FT. 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 AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS 9 �e�.' ARMS TO BE 10. INSTALLED NOT, FROM A =ATH OR'.- R �1 SUCH A\ . R WILLtA+� � 1VIDuAC ..ate S T 3 FT. HORIZONTALLY OM THAT • TAINS A BATHTUB RMS TO BE INTERCONNECTED IN THAT ACTUATION OF ONE ALARM L OF THE A IN THE ON MONO • MONOXIDE COMBO. 5 5 C OVED CARBON MONOXIDE ALARM SHALL 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. II. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R40353. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER R303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 NCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL SE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH BIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP. TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC 111502.45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE MI502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN COMERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA �1; a07 2T3 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-21-Is 3 SECOND STORY EGRESS WINDOW LOCATED AT 5 FOOT SETBACK (TMC 16.16.070) Egress windows located on 5-foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12-foot by 4- foot wide area below the rescue window. If the space on the side of the building does not allow sufficient ladder access of 12-feet, a minimum 5-feet on each side of the property lines, minimum of 10-feet by 4- feet shall be allowed between buildings if applicable. PLEASE NOTE "No fence other than a wood fence or similar shall be allowed at that location". Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. v X 55'-0' 4T -0' 8,-0" 12'-5' / 2'-1' 6'-41)' f il'-4 / 14'-9' 3'-10' 4'-2, /-T,/ 4'-6' 5'-6i, 5'-10' T-3' T-6' / I- _-❑ II 1 x3I0 SH C. _ II 5/0x4, I I ,0 XO 6/0x4/0 XO / �/ /%l/%l////%f%%//i%/G/,//.. %//OTO%/!r-� ' . i/O/i0///////O//' /////////////// '. ll///O OD//a0, 5.G. f ll \ EGRESS EGRESS 0 in BEDROOM 3 B.P. I fK I 1 y EF. 5 GFM -, (Am / i s'-0' CEILING BE/PROOM 2 PLAYROOM to `V ut 8'-3' 4'-2' �i � 6'-2' //U,/,//lrii•ilJ/ 2 -3 ' ` cp 8'-0' CEILING II'-44' in 6'-T. - 8'-0' CEILING 8'-2. %% / 0 °D BATH I:/ lO r S.D. 8'-0' CEIL. ez I BP, . In 110V Qo S.D. r i./ioi SV � UTILITY s 8'-0' CEIL. EF. a0�C .. 0 110V ml‘ O \` uv� 7 50 CFM r, ill _ d C �.� amv� a �\ _ _• (- Tr -1 SINK \\1U\ / �c ON FLAT - - - - - - - —1 I I 1 % 16R. /,,,,,,,,,, CEILING ., s %, ® I II W \ -� DBL WALK-IN j LV. J , 26 TECH. DESK I CLOSET ;n EF. _ _IL - - z.,, „��, ��,.�,�,,., ,,,, ,�.,,�,.,r,,,,,,� _-� b c I y 1 8,-0' pL 50 GFM /, � I I CEILING w 42' WALL w/GAP 110vV %, I22% 30J U I10V % ATTIC / O GUARDRAIL PER IRC SA. \ i AC.C.E$"S -S.D. OBPEL•TO �- ., ‘ `awv ttt -8/0x3/6 8'-6i' 3'-11i' 8 0 3 ALL S'-3' 21 6'-3i. < a% 5'-11 ' Y g 4'-2' \_ 2x6 WALL " / \ ,_,,,.: \ MEDIA ROOM r MASTER EF., 50 cFM 8'-0' CEILING BEDROOM a \ \ - VAULTEI$ CEILING MASTER BATH 8'-0' CEIL. 12' SOAKING TUB j / `�\ `t SLOPED SLOPED / r 2/0x11 /0 FX i < CEILING CEILING > Sts. f tilt lD� /4. - - V�. SLOPED I - I LOPE (2) 2/0x2/0 6' FX MULLION SGs. i i % 4/0x4/0 XO I w/ ' CEILING tt- 1LING zltK 0 EGRESS / 2/0x2/0 FX I ' /%////U%a %/// / // EGRESS ,, 1 8/0x4/6 XOX l3'=GtUAL SECTICI.,°) n� _ _� s 1 6/0x4/6 6/0xi/0 (SEE E-EV.) 6'-3' XO W/ ATOP 6'-3' ❑ I'-4' ❑ T-2' i'-9' _ 8/0x1/0 I (SEE E-EV.) T-6' ATOP T-6' _ 3'-8' _ I 4'-4' 4'-0• 4'-0' / 12'-6' / II'-6' / 15'-0' 8'-0' f 8'-0' 55'-0' UPPER FLOOR FLAN I/4°= I'-0" 0 0 UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL SE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. c affdaRE 100 SQ INCH TRANSFER GRILL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 07 2U13 PERMIT CENTER � 0' e aN wm • zM E owm • 47N 1-;`-'" coi z .. • 1. Contractor or budder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-2-1-IS 4 FOUNDATION VENTS AS REQ'D 41.-0' f 8.-0' 14'-'3' 12'-0' f 20'-3' / 2'-6' / 5'6' a 4' THICK CONC. SLAB AM GRAVEL OVER . .� • 4 BARS ff'� TYPICAL I 1 1 1 1 1 I —I— —I— I —I— 1 —I-— v �\� v 4C) of ' L. 1 ' — FDN CkcAW1.SPAC (E I I < IS' FTG g'-4 6 5'-4 IL THROUG-IOU` LAP VISOUEEN SPLICES VA CRAWLSPACE 12'. 5'-4' PO (B_ACK) BARRIER 3'-41,' , -�Ctr , -�- A`4 - s�>o --� 2'-1 ' 2'-0 r°� - 2 Id II JOt37 RIM a PE "fib`- '`� T 1 a;: _tnq li •. i + to •F � / III' I h z � Fr ,. vii: — ,-,rua ffa , ` 1 : 0' 3'= 11' 3'-3i' 3'-3i' 5'-11i' S'- 2' 0 �� � 4' THICK ' \ m ca o��LAB ' ilk- IL/III_-,!Ea GRAVEL FILL U, t I- 36'x36'x12' 0 c 24' Dl X 8' ' 6x6 CONCRETE FTC. W/ 4- 4 BARS EACH III 1 +3 w a BASE C`YP) ii t CAP I&'x24 SPAC CRAWL ACCESS -, • i •---- • _ r I � / 4' 6 MIL. P.T. POST W/ CBQ BASE CONC. SLAB W/ VAPOR BARRIER >1111{ QUAY I 0 "" \ \� it, a. �� AND OVER 4'CO PBACT ASE 8ANP SLOPE 3' TO DOORS -0 0,.„..„__.,.....,,, \� I 4xIN �, \‘\ ♦ \"4 - r J� .. — i BARS 18' O.C. Qr �4 (' 2' H 42'x42'x12' CONCRETE FIG. UV 5-* 4 BARSEACH WAY I L 4' THICKL8'-3 _ RO. , CONC. LAB ._` t' �. — ` — GRAVE F 16'-3' RO. J �� 3��4i \� ' CKENEP �—) ,r � /. 11'-10' 8' EDGE �/ 1'-8' w/ 24 x CONC w/(2) p4 (TYP OF 3'-10' 4 POST PAP E.W. 2) \" \\\ 10'-0' 10'-0' / 5'-0' 12.-6' r 11'-6' 20'-0' 11'-0' f 55'-0' 4° CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 'a IS° O.C, FOUNI,ATION FLAN 1/4u= I i-0" l7• 4 IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance.of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 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. 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'k3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB TARN HD OR 3/16 SIPE VIEW VEHICLE IMPACT !BARRIER DETAIL FOUNDATION NOTES: I. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2, ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 PFL r2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLIP BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH ENO 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 SE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE vENTILATION PER IRC SECTION R408. 'FOUNDATION VENTS SHALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER. 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. II. 411 INDICATES 'SIMPSON' HOLDDOUN. 12. SEE SHEARWALL SCHEDULE FOR A ANCHOR BOLT SIZE * SPACING (SHT S1.0). 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 ''/2' or larger reinforcement bar or Bare copper conductor not , smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) �'' L..Y VENTILATION REVIEWED FOR CODE COMPLIANCE APPROVED MAY 09 2018 City of Tukwila BUILDING DIVISION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1225/150 • 8.16 SQ. FT. PROVIDE SCREENED VENTS FOR vENTILATION RECEIVED CITY OF TUKWILA EAR 07 2013 PERMIT CENTER 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: LS2-2825-3R Date: 2-21-IS FOUNID,4TION ,4T F',4TIO NTS USE 3' x 3' x 1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS 12 VENTS REQ'D 5 B B LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 N // 2 2.0 4x8 OF 1'2 to---+� 82.0 4x12 B f/ LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 514x1114LV1.. LSTA30 - NOR 4 SILL / TO 3x BLOCKING. 8/82 0 4 x10' 4'x10' � r7 r7 r-1 rr7 r I4T 0 BE,4hi TO TOP PLATE J r OM* 11•1111/1110 V\A BEARING WALL A 2XI2 FLOOR JOIST JOIST e 12' O.C. UN.O. \k ia1\\ ��� 1 AIM MSTC 52 SIG 52 W/ CCQ CAP CBQ SASE x 16.5 GLIB -- 2 (3)12— 31'2x111/4LvL ONO 4 x 12 'I 31/2 x 12 GLB 4x12� 2'-10' T. UPFER FLOOR SRAM I NG PLAN I/4"= I'-O" CONT. DBL. TOP PLATE R-IO RI&ID INSULATION @ EXTERIOR SIDE OP WALL (SHADED AREA) KIN& STUD EXTERIOR PLYWOOD TRIMMER EAr;ER/INSW- ATION I"ETA I L NTS FRAMING NOTES: I. ALL MULTIPLE JOISTS OR BEAMS MUST SE BOTH GLUED AND NAILED W/Sd NAILS a 24' OL. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF 02, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-I0 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. REFER TO SHEAR WALL SCHEDULE. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 07 2013 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5IS INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction, 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-2-f-18 6 LSTA30 - HDR 4 BILL TO 3x BLOCKING: 8/S2.0 4x4 P.T. POST w/EPCZ CAP 4 PS BASE (TYP) ROOF FRAM I NG PLAN 1 /4" = I'-O" CONT. DBL. TOP PLATE R-IO RISID INSULATION ® EXTERIOR SIDE OF WALL (SHADED AREA) KING STUD EXTERIOR PLYWOOD TRIMMER k A ER/I NSULAT I ON ri7ETA I L NTS ROOF VEIN' �,AT`!CATIONS 4 REQUIREMENTS EAST 40%1NOT MPmw114 ROOTILATION F SPACE (NOPROVIDMORE 3' f ED = VE, SOW S0ENCLOSED-+WAND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED OILY TO THE UNDE-.. OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAN OR SNOW. LATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH ie' MIN. 4'4' MAX L BE IN UPPER PORTION OF VENTILATED 1GxFEST POINT) WITH THE BALANCE OF REQUIRED IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A PONT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) SEE SI-4EET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS ROOF OVERFRAME NOTES: IRE SEC R8023 I. RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) ROOF FRAMING NOTES: I. ALL HEADERS TO BE 4x8 DP 02 UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R-I0 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SFEC- IFICATIONS ON SITE FOR FRAME INSPECTION, • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MINIMUM 22'x30' F'ER IRO SEC 1301.1 • ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO NE INSULATION ON THE SURRA DING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRE SECTION RS06. ALL FRAMING TO COMPLY WITH IRE SECTION R802. 6. NO EAVE VENT OR GABLE VENTS ARE AJL-OWED ON WALLS WHERE THE ROOF OVERHANG 15 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRE, TABLE 302.17)(U. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION 1, C REFER TO SHEAR WALL SCHED. RECEIVED CITY OF TUKWILA (64\ (I7 2g13 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING }N BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60` . - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by ether than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-2T-18 7 2x6 I'2 DF STUDS a I6' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) I6d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS WORIZ. AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. ere RTrt 'X' GWB APPLIED VERTICALLY WI HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED 116' CUP -HEAD DRYWALL NAILS W/0315' SHANK DIA. 4{' HEAD DIAL SPACED 8' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEAPS AND 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. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BoaRD 74' LP. FLAMEBLOCKKFIRE-RATED OSB SHEATHING W/15mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOP PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6d COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' O.0 IN THE FIELD. 542' THICK NOMINAL 3 PCP DENSITY UNPAGED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOP STUDS, CROSS -BRACING 4 TOP/BOTTOM PLATES. WEATHER BARRIER FASTENED OVER THE SHEATHING USING SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: 1. FIBER CEMENT BOARD 2. TI-II SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC-ES REPORT - ESR-I365) WALL TYPE 4.3A - I HR EXTERIOR WALL ASSEMBLY 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 HORIZONTALLY AT INTERVALS NOT EXCEEDING I0'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND IORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. EAVES 4 WALL WIt1-IIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.I NO SCALE I HOUR I SSE-IRES I ST I VTA I LS STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. TIGHTL NE FOUNDATION DRAIN: 4' ow,. PEIc'P. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER PROVIDE DRIP E W/ A MIN. 2' 0 OC S EAC PPROVED ON BAFFLE RE I' .MIN A1R SPACE. TYPICAL EXTERIOR WALL (2)2x6 TOP IE 2x6 STUDS a 16' O.C. 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEVATION R-2I INSULATION W/ CONT. VAPOR BARRIER (WARM SIPE) GRADE RCM) MIN. 6x6 PT POSt )(6' LPsFLAMEBLOCKO FIRE -RATED OSB SHEATHING OR °ye' I Trt 'X' GWB SHEATHING SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRICTURES LESS THAN 5' FROM PROPERTY LINE W/ IN 36' FLOOR 3/4' T4G PLY GLUE (SEE FRA1' SIZE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN 7(6' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 BEDROOM 2 FLOOR CONSTRICTION: 3/4' T4G PLYWOOD SUB-FLR. GLUED 4 NAILED TO (8=E FRAMING PLAN FOR - SIZE AND SPACING) !KITCHEN 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 1 2' MIN. NO Ar:Ai DOOR TO UTILITY HALL x4 CLG JST e 24' O.C. DOOR TO POWDER ROOM CRAMLSPACE EA-----3U1Lr,ING SECTION / 3/8"= I'-O" STAIR NOTES: P ER IRO R311.1 STRINGERS TO BE FIRE OLOCKEP AT BOTH TOP AND BOTTOM ' ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. ' MAXIMJ'1 RJSE TO BE 1-3/4'. ' MINIMJI RN TO OE W. ' MMlhllJ"I HEAD FEIGHT TO OE 6'-8'. ' MINIMJ'I STAIR WIDTH To BE 36'. ' PROVIDE CCNTIMJGU6 HAND RAIL 34' TO 38' OF TREAD N08513 AND MUST EXTEND BEYOND BOTTOM TREAD. ' PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED UJ4I.KNG SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES MIN. 36' HIGH W/ CLEAR SPACE PER R30JJ AND R312J2 I44 C/2RIP PORTION CF HANDRAIL SHALL BE NOT LE881 1/4' NOR MORE THAN 2• N mate SECTIONAL DCL ' WINDING TREADS PER IRO R31L152J ' SPIRAL STAIRS P ROVIDE MIN 1 V2' RUN • A POINT 12' FROM ILHT.E TREAD IS NARROUEST PER IRK R311.1J0 CONT. HANDRAIL ABOVE TREAD N0864. PICKETS I'ER IRC CN OPEN BIDE 1' PT RISERS/ i PT. 2XI2 TREADS TO 8 36'X36' MN. CI° 12 8 {• SPHERE SHALL NOT PA68 THROUC44 4 .C. HANDRAILS WILL OE RETURNED OR 6HALL TERMINATE IN NEUEL POST OR 6AR1Y TLTMNAL6 PER IRO PSIL1G2 HANDRAIL TO OE MEOW ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS HAVE CIRCULAR came 6ECTICN CFI ' MIK 4 2' MAX EDGER SHALL HOVE A MN. RADIUS OF I4•. ALL REQUIRED GUARDRAILS TO BE 36' MN. N I.EGHT. OPENIN4G6 FOR REWIRED GUARDS ON THE 61DE6 CF STAIR TREADS SHALL NOT ALLOU A SPHERE 4 24OE6 mew TO PAO6 THRJIEH PER R7DJ3 R4' Y II tL-1W7' max tJ06NG--r 5 2X4 iFA�U6T DECK JOISTS PER PLAN DELL JST MTL2 . HANGERS AT EA STRINGER 3-2XI2 P.T. STRINGERS RIOR 6' SPHERE MAEIi.E TO PASS THROUGH OPENING BELOW STAIR INSTALL fy' GUJ S • CEILNG. AND WALLS (3) 2Xt2 6TRINCGIERB RFE dACKN3 • MV-°PAN AND IN 311D U141J.6 ALOE l N LINE WITH 61RHGERS F AFFA UNDER STAIRS IS (WHI lIED INTERIOR AL STAIR DETAIL AND NOTES ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. BEAM PER UPPER 19L00R P1.M'6 PLAN CLOSET 2x8 LAND'G R-88IN51JL,4TIC+N � -I I-II6H DENSITY CRAWLSPACE ACCESS NOw-4JE REVIEWED FOR CODE COMPLIANCE APPROVED -MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA EAR 07 2813 PERMIT CENTER GRADE 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-2-I-18 8 0 415 CLG. OUTLET r r CLG. OUTLET �1 f � r MAIN FLOOR ELECTRICAL. GAL PLAN I/4"=11-©" 0 \ S.D. UPPER FLOOR ELECTRICAL PLAN I/4"=11-0" INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL 13E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDNG WIRINGL THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LE88 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 R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDNG OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. REVIEWED FOR CODE COMPLIANCE APPROVED MAY092010 City of Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT OSMOKE MONDTRM- CA EONO. E. 1By��PATTERYACKU CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBB EXT. PAN VTOS SD_ RECEIVED CITY OF TUKWILA MAR 07 2 13 PERMIT CENTER 1. Contractor or builder must verily all dimensions before proceeding with construction 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-2825-3R Date: 2-21-18 9 e STLICTL AL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kz, = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Ss = 15 - IBC FIGURE I6133(I) Sr* =1.0,Is=1.0,R=6.5 C. : 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM I'-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 HAYING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c = 3000 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 41/2% ±15%o BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE MINIMUM GRADE b0 (Fy = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR I'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11i7" 1112" (5 AND SMALLER) 2" ("6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DF"2 OR BETTER 2x FRAMING HF"2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "SPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AUJPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO SE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (CLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F-Y4 (Fb = 2400 PSI) FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL SE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL SE 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' " DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LYL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600 PSI, E 1,900,000 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 I1/2". 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 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH I6d a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH I6d 6 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" OL. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UN.O. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND ed COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. APPLY 1/2" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON, THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL 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 ANP METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. TI-E CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOW ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT SE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER 5 EAR W4LL SCI FDJL MARK MINIMUM SHEATHING (I) SHEATHING NAILING (I) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX 8d a 6" O.C. 5'" a 60" O.G. Qall = 230 PLF A> OR OSB 12" CDX 8d e 4" 0.C. sib" a 32" O.C. Qall = 350 PLF . OR OSB [1> 1/2" CDX OR OSB 8d a 3" O.C. 54S" a 16" O.C. Qall = 450 PLF USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED" X " 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-II PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.101 NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) 1-10LpOWNS 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 1/4" PER 113C SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d e 12" O.C. STAGGERED. 4x DSC2 - GIRDER TO TOP PLATE 614 4/4 LSTA24 -BEAM TO TOP PLATE\ LSTA30 • HDR 4 SI TO 3x BLOCKING. MP. 2 PLACES) i/ 3 UPPER FLOOR A = 1,600 SQ FT HT820 - GIRDER -0 TOP PLATE LSTA30 - NPR 4 SILL TO 3x BLOQQ . (TYP. 7 PLACES) LSTA30 - VCR 4 SILL TO 3x BLOCKING: (TYP.2 PLACES) 4x17�` 51.ixx10 4x - EAMJ NTS20 - BEAM" TOH(820 TOP PLATEBTO TOP PLATE LSTA30 - NOR 4 SILL TO 3x BLOCKING. (1YP. 2 PLACES) 11 MAIN FLOOR A = 1,225 SQ FT A=636SQFT X J (TYF. OF 2) x 12 GLB STEPPED FOOTING DETAIL ecALE:'4' • I' -0' MSTC40 HOLDOUN. ALIGN UN EMBEDDED STHD TYPE HOLDOUN BELOW. SHEATHING 4 NAILING FER PLAN. SPLICE TO OCCUR ON CGttt10N MEMBER OR BLOCKING SI-EATI-ING 4 NAILING PER PLAN. MATCH WALL ABOVE UN.O. 6' 0" MAX FINISH GRADE MN r 8" 1, Ibd a lb' O.C. SOLE PLATE NAILING, 344" SUBFLOOR (3) Sc JOIST -TO -TOP PLATE UN.O. MANTAN MIK Ili' END DISTANCE. 2x6STUD A16"0.C.USE DBL STUD • ENDS OF SHEAR WALLS 4 HOLDOUNS. 10'-0" 2x NAILER AND PT SILL w/ 4s"oMAX ANCHOR BOLT 4 3" x 3° x 14" WASHER AT 5'-0" OC. UN.O. (ALT. MASA a 48' OZ.) STHD TYPE HOLDOIU4 PER PLAN. 04BAR .10"O.C.-HORIZ 2'-0° '4L5AR n 16' OC. - VERT. MA)<I1.11 I8H GRADE Ia" '4 BAR CONTNU0118 N '111 (TYP OF 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION SCALE ,•1' • 1'-0• REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA EAR 0 7 2010 PERMIT CENTER COPYRIGHT 2017, SEGA ENGINEERS STRI,CTI,RA GENERAL • • JOB 13-023 1 f "RATED SHEATHING ad 6 6" O.C. 2x VENTED MOCKING. END NAIL TO TRUSS 6 EACH END w/ (2) 8d. SHEATHING AND NAILING PER FLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING HI FRAMING ANCHOR EACH TRUSS. USE HI0-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 41-0" MIN. 4 NAIL w/ I6d 6 6" D.C. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: r icon 1/2" RATED SHEATHING ad 6 6" O.C. (4" O.C. 6 SIM.) GABLE END TRUSS. DM 2x TOP PLATE. LAP SPLICE 4'-0" MIN 4 NAIL w/ 16d 6 6" O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR UJALL SCHEDULE. A35 6 48" O.C. (USE 24" O.C. AT SIM) 2x !BRACE PER TRUSS SUPPLIER OR 6 48" O.C. SECURE w/ A34 EACH END. I 2x FRAMING PER PLAN. (HEADER e SIM.) 2 ROOF FRAMING 6 GABLE END SCALE: I" • 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. ROOF SHEATHING PER PLAN TRUSS OR RAFTER FER PLAN 2x NAILER OR TRUSS w/ I6d 6 8" 0.C. NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. ROOF FRAMING e SHEAR WALL SCALE: I" 2 l'-0" 1/2" RATED SHEATHING w/ ad 6 4" O.C. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (IBEAM AT SIM.) 2x STUD (NOT 6 SIM) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: I" ICO" MSTC I-IOLDOIN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR !BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIM.) 16d 6 16" O.C. SOLE PLATE NAILING. SOLID RIM JOIST 3/411 SUBFLOOR (3) ad JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11/2" END DISTANCE. JOIST PER FLAN 2x DEBL TOP PLATE. LAP SPLICE 41-0" MIN. 4 NAIL w/ 16d 6 6" O.C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: l'-0" TJI [BLOCKING I0d 6 4" O.G. - STAGGER SIDES. NAIL THROUGH TOP SURFACE (DO NOT TOE -NAIL). SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 8d 6 4" D.C. 34" SUBFLOOR I -JOIST PER PLAN 2x FRAMING PER PLAN. (13EAM AT SIM.) FRAMING AT INTER OR SHEAR WALL scALE MONO TRUSS PER PLAN EXTERIOR SHEATHING ad 6 4" 0.C. 2x !BLOCKING w/ I6d NAIL 6 8" 0.C. 1/2" RATED SHEATHING 2x 61110 PER PLAN 2x BLOCKING I6d 6 8" O.C. SOLE PLATE NAILING 34" SUBFLOOR 111111E/1/11114 4111=11 LUS24 HANGER MGM HOLDOUN PER PLAN JOIST PER PLAN IUS HANGER SEAM PER PLAN LOWER ROOF FRAMING 6 SHEAR WALL SCALE: I" SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d 6 8" O.C. SOLE PLATE NAILING. ad e 6" O.C. UNO 34" SUBFLOOR JOIST PER PLAN IUS HANGER !BEAM PER PLAN SHEAR WALL FRAMING AT FLUSH BEAM SCAl-E: I" • NOTE: SEE ARCH FOR FLASHING 4 TRESHOLD CONDITION. SHEATHING $ NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR SLOCKING. 5/84 x 5" LAG BOLT 6 32" O.C. LUS TYPE JOIST HANGER JOIST PER PLAN 2x PT LEDGER w/ (2) ROWS I6d 6 8" O.C. I6d 6 8" 0.C. SOLE PLATE NAILING. 2x RIM JOIST (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. 11/2" END DISTANCE. 2x STUDS PER PLAN. (IBEAM AT 51M) I� FRAMING CONNECTION 6 DECK SCALE: I" • I'-0" ad 6 6" O.C. SUBFLOOR PER PLA14 AC POST CAP 2x BLOCKING w/ (3) ad TOE-NAL TO 4x BEAM (2) 8d TO JOISTS. JOIST PER PLAN ‚II111 I 4 4x4 PT POST MA 5 ANCHOR-\ (4x6 AT SPLICE) (ALT. 434 ANCHOR TUJO SIDES) FTG PER PLAN FINISH GRADE 18" MIN. 12" MIN. FLOOR FRAMING AT CRAWL SPACE scALE: r r-o" DBL 2x TOP PLATE 14DR PER PLAN. --\ TRIMMER STUD(S) KING STUD LSTA STRAP PER PLAN. CENTER ON KING STUD. (TYP) 2x SILL PLATE 3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) 1/2" RATED SHEATHING 4 NAILING PER SCHEDULE. REVIEWED FOR CODE COMPLIANCE SHEAR UJALL FORCE TRANSFER DETAIL APPROVED SCALE: I" 2 P-0" MAY 09 2018 SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 14 WASHER PER PLAN OR SCHEDULE. USE 5/84 6 60" O.C. MIN. "MIN.. FINISH GRADE OR SLAB ON GRADE THP HOLPOUN PER PLAN l'-6" 8" r48"" FOUNDATION AT SLAB ON GRADE 2x STUD PER PLAN. USE DBL Fur) AT END OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 7 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER *4 BAR - HORIZ. "41LBAR 6 24" O.C. - VERTICAL SCALE: 1' "4 BAR CONT. 2x STUE) PER PLAN. USE MINIMUM (2) 2x STUD 6 ENDS OF SHEAR WALLS 4 HOLDOINS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR !BLOCKING. 6" MIN. (NOT 6 5.QG.) FINISH GRADE 12" MAX. e SIM) l'-6' MIN 2'-6" MAX. 11;2 PA • I I I Or4 1 24 I 2: g!, l'-4" I6d e 16" D.C. SOLE PLATE NAILING. ZW34" SHEATHING A—NCHOR BOLT w/ 35(3°4" ASI-IER SEE SCHEDULE FOR SIZE 4 SPACING.USE 5/84 AT 60" O.G. UNA. 2x PT SILL AR - HOW. SINHOLDOIN PER PLAN. "4 L BAR e 24" 06. - VERT. .4 BAR CONTINUOUS FOUNDATION AT CRAWL SPACE SCALE: I" 2 I'-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD 6 ENDS OF SHEAR WALLS 4 HOLDOUNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. l'-6' MIN GTHDHOLDOWN 41-0" MAX. PER PLAN 8" 8" l' 4" I6d 6 16" O.C. SOLE PLATE NAILING. 2x NAILER OVER 2x PT SILL w/ ANCHOR BOLT 4 3"x3"x1/4" WASHER SEE SCHEDULE FOR BOLT SIZE AND SPACING. USE 54". AT 60" D.C. UN.O. 34" SHEATHING JOIST PER PLAN JI3 JOIST HANGER "4 BAR - HORIZONTAL 4L 5AR 6 24" O.C. - VERTICAL *4 BAR CONT. FOUNDATION AT CRAWL SPACE SCALE: I" LSTA24 STRAP (FAR SIDE) 2x TOP PLATE 14DR PER PLAN. EXTEND OVER PANEL TO KING STUE). 16" MINIMUM " 111111Mti .5.71 jAIE firi 514)14 HOLDOWN UNO. 7-§1 10'-0" MAXIMUM TOP OF STEM UJALL ELEV. VARIES III PERMIT CENTER 2x PT SILL (2) 5/8". ANCHOR BOLT w/ MIN. 1" EMBEDMENT 4 3" x 3" x 14" GALVANIZED fE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ "4 BAR 140RIZ. TOP 4 IBOTTOK PORTAL FRAME PANEL City of Tukwila BUILDING DIVISION NAIL SHEATHING TO 14DR w/ ad 6 3" O.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS I6d AT 3" O.C. (2) 2x STUDS (TYP) 4x BLOCKING 6 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP 1). NAIL w/ (2) ROWS 8d e 3" 0.0. AT PANEL EDGES. SCALE: NONE RECEIVED (2) 2x PLATE. (n,6OF TUKWILA SI-IT'G TO EA F A ) MAR 0 7 2018 COPYRIGHT 2018, SEGA ENGINEERS sc) :L a- (‚4 La 111 1 1— co 0 512 & Civil Consulting Engineers Structural CI) co co 7, C O 0 431 pa a • co 43. cO co 1,.A.=.. DETA Joe, 13 - 023