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HomeMy WebLinkAboutPermit D18-0080 - CODIGA - LOT F - NEW SINGLE FAMILY RESIDENCECODIGA- LOT F 1257051sTPLS D18-0080 Parcel No: Address: Project Name: 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.Rov 0179002255 12570 51ST PL S CODIGA - LOT F COMBOSFR PERMIT Permit Number: D18-0080 Issue Date: 6/27/2018 Permit Expires On: 12/24/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: CODIGA JAMES 12529 50TH AVE S , SEATTLE, WA, 98178 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: NEW SFR - 2563 SF LIVING SPACE, 483 SF GARAGE, 97 SF COVERED 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: $361,038.96 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $49,608.21 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 Oties 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: Water Main Extension: Water Meter: Volumes: Cut: 120 Fill: 30 Number: 1 1 1 Yes Permit Center Authorized Signature: Date: b-02-7-1 I 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 aqd agree to the conditions attached to this permit. ( f44' l- 4 64 . 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. Signature: Print Name: ‘/2 ?d6 Date: 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: 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. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: 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. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: 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. 21: 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. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. c 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: 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 36: ***PUBLIC WORKS PERMIT CONDITIONS*** 37: 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. 38: 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. 39: 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. 40: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 41: 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. 42: 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. 43: 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. 44: Any material spilled onto any street shall be cleaned up immediately. 45: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 46: 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. 47: The Land Altering Permit Fee is based upon an estimated 120 cubic yards of cut and 30 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. 48: 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. 0 0 49: 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. 50: 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. 51: 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'. 52: 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. 53: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 54: 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. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: 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. 57: 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. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay under PW permit CXX-OXX. Fee based on 60: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of (based on calculation by Senior Transportation Engineer). 61: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 62: 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. 63: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. 72: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 64: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 65: 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). 67: 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) 68: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 69: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 66: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 70: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 71: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002. ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0 0 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUICW01 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combina#on Pei Project No nate Application Date Application E COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION . A' ST Site Address: Name` Address: City: State: Zip: CONTACT PERSON person receiving all project communication Name: Address: City: State: Zip: Phone: Fax: Email: C4 14 Star eel GE E'RAL ,CONTRACTOR INFORMATION Company Name: elgy Address: 2,99/c i ' e 5`w City: ,few / State: . Zip: FR62,E Phone:/' t'7z 3 S4ax: Co / t �j4DrExpDate: C�/Z6�s Tukwila Business License No.: Mix z/// `te King Co Assessor's Tax No.: e ? 9© 02-2-0/S5 ARCHITECT OF RECORD rv' Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: 5 Id �� /7 Engineer Name: reTgeSg2i/ fJl �,., Address: 2_2_6/3 s� 2q , t City: B r t 4, b/ 4,/State:v� zip: 9QOI0 C� �UsatPhone:—/0Fax: Email: 5eciei e'r19 ;•,ref -$G Co„.►„e.-04 j morel LENDER/BOND ISSUED (required greater per RCW 19.27.095) Name: SOL F - Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECTINFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): ODA,y r u Gr- crew Z50, t C / kd epez ge6 y DETAILED BUILDING INFORAMTION - PROJECT` FLOOR ARE BInt ATT -I` 6.porn st floor PROPOSED Si FOfT"AC 2"d floor Garage CR, carport ❑ X25 /3 00 Deck — covered rz uncovered ❑ 1/83 Total square footage 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 $ 7,570 fuel type: 0 electric 9igas furnace <100k btu i appliance vent If ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ I/ 70 0 bathtub (or bath/shower combo) bidet ) clothes washer 1 dishwasher floor drain shower lavatory (bathroom sink) sink 3 water closet water heater (gas) Lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. TER DISTRICT ..Tukwila ❑ ...Water District #125 ...Letter of water availability provided 0 .. Highline EWER DISTRICT ...Tukwila 0...Valley View ❑ .. Renton ❑ ...Sewer use certificate ❑...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): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0... Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 0 ...Total Cut 0 ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 99 ❑ ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public ❑ - 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 ❑ ...sewer ❑ ...sewage treatment MONTHLY SER%V.ACEE BILLING TO: 2.6r6 -17/73 !73 �d �^— Name: l.'/ i 6#41'. � — Day Telephone: S' Mailing Address: 2- �2. ( k '4 City State Zip WATER METER REFUND/BILLING: Name:• -,\k Day Telephone: Mailing Address: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PE C i' ION $`- APPLIC�4 TO. A P EI M TS IN TAI 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 OW OR4UTH9RIZED AGENT: Signature: /�y� Date: Print Name: (247 y L'' G ���%� ��' Day Telephone: 206 -92-3-5a 5 3 gs/S e ,Scv 6'u/41 "— e42-3 Mailing Address: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME C J e l G A (L v T r PERMIT # >1 — o o rS (0 /z. o-kk FL S) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 30 c) / 77 o/2/Sou -Zoo 6 0t i 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 / 20 cubic yards 30 Enter total fill volume cubic yards $250 (1) $ / .S7 So (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101-1,000 ✓ $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees O.) $ — (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 5- (1+4+5) (1+4+5) $ 4- 4+ 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 9 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the 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. 0 $ (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 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $ i G �� (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ It 2 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ I r ZI E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ 96 H. Transportation Mitigation $ / 0l 3 I . Other Fees <7 $c G .5' _) Total A�through I $ -4S/ 6, 7 4 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 3 g 9 23 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 .i $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 0 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.eov Parcel No: 0179002255 Address: 12570 51ST PL S Applicant: CODIGA - LOT F WATER METER INFORMATION Permit Number: D18-0080 Issue Date: 6/27/2018 Permit Expires On: 12/24/2018 DESCRIPTION OF WORK: NEW SFR - 2563 SF LIVING SPACE, 483 SF GARAGE, 97 SF COVERED 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. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840116 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $0.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,110.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,115.00 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $47,129.52 D18-0080 Address: 12570 51ST PL 5 Apn: 0179002255 $47,129.52 1 INCH $7,115.00 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 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 $4,132.87 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 $3,813.37 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 $1,263.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 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 $212.72 TECHNOLOGY FEE R000.322.900.04.00 0.00 $212.72 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 TOTAL FEES PAID BY RECEIPT: R14813 $11,216.05 , $47,129.52 Date Paid: Wednesday, June 27, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25634 Printed: Wednesday, June 27, 2018 10:02 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID ,478.69 D18-0080 Address: 12570 51ST PL S Apn: 0179002255 ,478.69 DEVELOPMENT $2,478.69 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14048 R000.345.830.00.00 0.00 $2,478.69 $2,478.69 Date Paid: Wednesday, March 21, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25428 Printed: Wednesday, March 21, 2018 9:47 AM 1 of 1 ?SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D1$' Project: 1.0f- FDate T eof Inspecti n: 5�,L�tA1S F vot Address: dCoefoa /2570 s7jf P.t. s. Called: Special Instructions: Date Wanted: 4-/E1-20/9 a.m. p.m. Requester: Phone No: Approved pe9pplicable codes. El Corrections required prior to approval. COMMENTS: t.r.,.l 11,,' r-,VuiZ� Inspector: Date:z/L 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D -OO90 Project oc) O n TypiP of Inspe tion �� 06 LAA La !Nis FtSpecial 12570 tAddress: I srFL o S. Date Called: {z. -LL a- a r /pi, e..,61c Ar(- Instructions: 1 LOT- F Date Wanted:9. /2 -2o/ a.m. p.m. Requester3 9— e Phone No: aIc /W 1($t N )d l '''am' f� ElApproved per applicable codes. ES/Corrections required prior to approval. COMMENTS: Z i Idi r�,v4-C, — fri cony le, . 0 {z. -LL a- a r /pi, e..,61c Ar(- i°4".eCi L. . J��s c, Ct v� r arrsvec�L- 4.- �V c 8d( -,.-174_11,14)S b 39 3e /(� , D/ c ktr- Nk /16 (.4/3- side).tWct ecow d%FSLE644, /f? bola_ aIc /W 1($t N )d l '''am' f� At1— I �CP WC_ , _ l S . s T 111) 4)i/tile10 y`r _ �� cQ it, he (ti -i. I-44 �f SSI .4-CX1evior 70r�5 Inspector: 30 Date: '9-/2 _ Z 0/ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Sui_educe 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 D1 - oogo Project: >O1)1(4 — t F Type of Inspection: rtA/A: Address: 12 I EL s 4v) Dae Called: Special I structions: Date Wanted: oZi7.7(a�iq /a, r�i` ter' Requ ster: ('4 ',/ 14.4,7%; Phone N ?.o6 -4277 - S19Sg Approved per applicable codes. Corrections required prior to approval. COMMENTS: 740.-r I�ADyy, inspector: tete- P/2-4-7e-14IZ-t7 Date: d�t/2 �jcrl 9 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 1J -COM Project:) e& �d t /e1- of Inspection: M ech '� c .--..Type 1- ['JAL_ Address: % IDL, Date Called: Special Instructions: L0. -t- F2- Date Wanted:a.m- % - 04 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: ®t1.5?4 aL- iiii4 ,% Inspector' Date: 5 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 -Dig—O0 80 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 atr 4 t F - , Type of Inspection: 5 Address: _S Date Called: Special Instructions: Date Wanted: ,t'jalis a.m. P.m. Reques er: yis / f S (._I f Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -i-14yAoci jgcs_A---104 44 -0 -1u -7i Inspect Date: /0 U 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: i �c v4 Type of Ins ection: Li4> -, J �� 135 � Address: 5 12570 PL .. , Date Calle /51 Special Instructions: q+ _ F /� Date Wanted: it, a— it m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: v -";e2)) Inspector: .( Date: L0 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 Uig -0080 Project:Type L O c�&,t of Ins ction: 1-r�77-1 G tc ps tApi f3 00-rce Address:Date /2570 5g1- PL. rcc,/ Called: Special Instructions: _________ Date anted: am. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMM 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 NC). CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 DIS- 0080 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project:C-v` TYpFf I4tion:vi. /X11 //'1 Address: T' r* -7-' Zs7 "C Date Called: VGLCv�1I Special Instructions: .� �, � �U / Date War�.�ed: � t'`f — c(./0 Zor .m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: 6,(1/,--a_s>os Leilvon Inspector: Date: C} r/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit bVg`Od I80 NS N 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 Project: Cap/6,'- LOT F Type of Inspection: Address: t25/5 .s -67-7D4._, Date Called: a. 114135i 1j/ G- 410_2y /�j�pe.A R L4,1,04-rk Special Instructions: fj -it1 >I1 6- Date Wanted: 4 �2 �-1 � Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: u GAeLit -77W,55 i 14"4- u_ f4 ,®L 1' 1-r$ CRas5- 511) -Ca" PAR PLS a. 114135i 1j/ G- 410_2y /�j�pe.A R L4,1,04-rk Abor fR4t91 iN c- 4-7- J -j ,,v/.0 V, 9fz 5-15!2 3, nti SI ft — 17Z055 ib %- /i -I -L. /IMW volt -AO a n- `/ ry 6Qpe:". -too /�?v%)KZ ‘,(' /aft' 7W$5 7 u,,m-z_e___ Inspector: Date: S^.2, • / S-13 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-cioga PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prot:el_ O LA T .fI• rt d 257o % iT �/ , 5. - .`ice,' -1A)ction: G a•r, Special Instructions:a Pate nted: �/��1' 9'2 i' 2�G.m. i Requester: Phone No: Approved per applicable codes. OMMENTS: Corrections required prior to approval. /liatv cdk i n "AIC—VT) Inspector -ha Date: 9-2 2O // 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: // Ca T of Ins ectian: ?L4 Address: �§ �- /25 70 s �L S - Date Callel: Special Instructions: L S — i Date Wanted: 2 ,., Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector:% asq Date .0/j—zo 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 �, F Let ProjjrZ476 Typ of Inspec 'on: jss0/ Address: 7"..Sr Sl ®ZS ate Called:/L�P/'�1r1.,,17 Special Instructions: L Olt-- F Date Wanted:a.m. 9-13 -zee- p.m. Requester: Phone No: %Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: - dreddite" 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 DIV -0080 Project: F Ce �9�.- Loi- Type \dau.Inspection: , ., S � `� I� S Address: sr lZS7a si— PLS Date Called: E Special Instructions: Date Wanted: �� _ zo� p.m. Re uester: Phone No: -t - eJod �a� ✓ri G+� (c �' Sl2/4-r d nrlec Approved per applicable codes. Corrections required prior to approval. COMMENTS: t"' • liAtt SAPAal ' plC4,vrri At‘ (V&A; /6 Sssi C�X�c�o_ iilticl r GL4 2' / 4m .%! v WI q�� t ( LT PL/ -t - eJod �a� ✓ri G+� (c �' Sl2/4-r d nrlec '1, �h i-- ber - ot,�.✓ pi cad no re-coPt,� ,5;./el /) 14,.*lci4- U f'i*tg ha�ddu►�s 6og� 3 (YI csst 31( 5-114d 0,4 aTgeslt:n21- *C'." t 1-ar ()1 ) (fly -- 3 X yYk n oer a-} j 61--tvaa AA- liL 0) 2 -''.Cr Inspector: 73 •� Date? //_7-a g/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Hid ,h (nv► e -S 14 pfeels C ff) m 0 SCI 0xl SIV, =Z' w> Zr Dw F w OZ, O Dm n- m ci) 3 mco > m m OX 0Z oO mm All z m 11 N 6 D� Z o. M S. X co O m. p m Nv 0 a o = Cii 7-.O —h — D a_ 0 00 (Q (p 0 -1 Cr) 3 :� • II II II ▪ _..1 1 t )1002 weA j7XZ 0 0 0 0 0 O 0 N 0 O) 0 0 O O -o o o 0 0 T L 31-00-00 6-06-00 22-00-00 START LAYOUT 24" O.C. g O W' «< 8.5/12 13-01-00 0 n O o A05 13-08-00 A04 6-11-00 0 O 'o O 0 O 1-0Q-00 < RAFTER FRAMING RAFTER FRAMING > O 0 O 0 0 0, 0 O w 0 O 0 0 8.5/12 »> Drag Load= 2555 LBS 0 0 O 0 O 1-08-06 2-00-00 aoo 0 1 co 8.5/12 �I 0 O N A co O r -A A -<< m --N 0-1• - O) N m D V -G02 « < 8/12 G01 LUS24I1 «< 8.5/12 CEI 0 N m C 07 B02 B01 CO2 3-00-00 9) 4-06-00 0 3-06-00 C01 19-06-00 31-00-00 rn 0 0 0 W BUILDER : PROJECT : Mma ADDRESS: PRO 2u1111 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 DATE : 03/20/18 09:33:37 DRAWN BY : L2 -2536-2R Pian Ty Goodman SCALE: JOB 8: ..-.._. B1801529 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 Job Truss Truss Type Qty Ply L2 -2536-2R Plan K4388965 B1,101529 • J01 Jack -Open 1 1 Job Reference (optional) PrQBuild Arlington, Arlington, WA 98223 -1-4-4 1-4-4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:21 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-5GURpgHHdpfOSvwppaOAMktdKgnl UrZK_FEvIizZOMq 1-10-4 4-0-0 1-10-4 2-1-12 1-9-8 1-9-8 1-14-4 0-0-12 4-0-0 2-1-12 0 Scale = 1:14.6 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 YES Code IBC2015/TP12014 CS1. TC 0.30 BC 0.22 WB 0.00 (Matrix) DEFL. in (loc) Udell L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 3=8/Mechanical, 2=251/0-5-8, 4=30/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-78(LC 14), 2=-12(LC 8) Max Gray 3=37(LC 20), 2=332(LC 14), 4=67(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 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 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 15.0 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) 37 Ib down and 30 Ib up at 1-9-8 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=-9(B) March 19,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan • K4388966 814,01529 J02 Jack -Open 9 1 IP Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-4-4 1-4-4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:21 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-5GURpgHHdpfoSvwppaOAMktcsgnl UrZK_FEvIizZOMq 4-0-0 4-0-0 4-0-0 4-0-0 0 Scale = 1:23.0 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 0.33 BC 0.22 WB 0.00 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=106/Mechanical, 2=294/0-5-8, 4=30/Mechanical Max Horz 2=106(LC 8) Max Uplift3=-56(LC 8), 2=-3(LC 8) Max Gray 3=108(LC 16), 2=297(LC 14), 4=67(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 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 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 15.0 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 19,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan r K4388967 B1801529 ' J03 Monopitch Supported Gable 1 1 A Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0- -1-4-4 1-4-4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:22 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-ZS2g101vO6nF33V?NlvPvyPpLEADDIRUCv_Sg8zZOMp 4-0-0 4-0-0 2x4 4 Scale = 1:23.0 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 0.03 WB 0.02 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 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=67/4-0-0, 2=201/4-0-0, 6=157/4-0-0 Max Horz 2=91(LC 7) Max Uplift5=-15(LC 5), 6=-37(LC 8) Max Gray 5=72(LC 16), 2=259(LC 14), 6=160(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 15.0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mfg MiTek" 250 Klug Circle Corona, CA 92880 Job V B1$01529 ' ,q1 Truss SO1 Truss Type Jack -Open Qty 1 Ply 1 L2 -2536-2R Plan Job Reference (optional) K4388968 Prg,Build Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:22 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-ZS2g101vO6nF33V?NlvPvyPoIEAgDIpUCv_Sg8zZOMp -1-5-1 2-0-0 2-041 1-5-1 2-0-0 0-1-4 2-0-0 2-0-0 N 0 Scale = 1:15.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.26 BC 0.05 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: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=35/Mechanical, 2=227/0-5-8, 4=16/Mechanical Max Horz 2=65(LC 8) Max Uplift3=-43(LC 14), 2=-19(LC 8) Max Gray 3=37(LC 16), 2=275(LC 14), 4=35(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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 15.5 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 19,2018 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 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 Symbols PLATE LOCATION AND ORIENTATION 1 3j " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, 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 should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,supervisor,property rty all other interested partiesroe owner and 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ( 1 TOP CHORDS (Drawings not to scale) 2 3 rm=Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss and fully embed teeth. �� 0'76 FOP CHORD 11111L\Illik abracing O Ustack a IIIIMAllir For 4 x 2 orientation, locate plates 0- ,�' from outside edge of truss. This symbol indicates the C7-8 C6-7 C5-6 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 kM0 location x ��j� 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 I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint MIN MIN 0 M iTee 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. c DSB-89: Design Standard for Bracing. QCSI: Building Component Safety Information, Guide to Good Practice for Handling, • A Installing & Bracing of Metal Plate Connected Wood Trusses. 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:/"_ j) • Type of� Inspection: Ad��dress: // 76 5 Date Called: Special Instructions: (, (• L O4-/ f 7' Date sWanted: O,"4 - a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: (,(4,4-1e--t-ova- .#4-piDiQ/Ate.40Th "i;e4646.- ci‘/‘c Date % 4 �g 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: 6i)/G,ft LOT-, Type of Inspection: fO.1/D49 N /0.71 -1 -- Address: /Z670 5fi A., 6. Date Called: Special Instructions: Date Wanted: 7- 2 ,� Ca• p.m. Requester: Phone No: ..c14 Approved per applicable codes. Corrections required prior to approval. COMMENTS: �Px e4. 1 INsPa c A~= DX R6 NiRDRCN.61- / G RA46 vg,- 19-60.0,917140 Gu19 -L v,.R,y uN.-i F,�L as/ 6101 Inspector: Date: 7 V' 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: �� �t Type Insp +'tion: a i pyt Address: S% J2.570 7° I PZ-, �. Date Called: �----- Special nstructions: �^ Lc. -f-- r Date Wanted 1 / ��/'.mm Requester: Phone No: )4 /r5It'A 4565 Approved per applicable codes. Corte .inn . r aired prior to approval. Inspector: d20 Date: 71(--Z°/57 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 tooKo PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: z (6(___G 7q,e-v Type of Inspection4 j� Address: - /5�-- Suite #: 17��Sal r&Cj Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: (1.) Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 9/7 I f j ' Hrs.:1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip;; Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 BACKFLOW PREVENTION ASSEMBLY TEST REPORT Water Purveyor TUKWILA WATER DEPARTMENT FILE # SCHEDULE CODE AUTHORIZED TESTER FACILITY NAME New home, built by: Cary Lang Construction Inc sERV10E ADDRESS 12570 51st Place S CONTACT NAME Jen Lang ASSEMBLY LOCATION Garage - Back Wall Commercial ® Residential❑ CITY Tukwila zip 98178 PRONE (253) 740-3332 FAX ( ) HAZARD TYPE FIRE SUPPRESSION -LOW DCVA ® RPBA❑ PVBA 0 AG ❑ OTHER NEW INSTALL Qj EXISTING ❑ REPLACEMENT ❑OLD SER. # PROPER INSTALLATION? YES ONO❑ MAKE OF ASSEMBLYAMES MODEL 20008 SERIAL NO. 39776 SIZE 1 1/2" INITIAL TEST PASSED FAILED g CHECK DA / RPBA CHECK DCVA / RPBA KU OPENED AT #1 CHECK AIR GAP OK? PSID Witgyiti AIR INLET OPENED AT PSID VALVE N0.1 VALVE NO.2 LEAKED ❑ 2. PSID LEAKED 0 • PSID PSID DID NOT OPEN ❑ NEW AND REPAIRS CLEAN REPLACE PART CLEAN ❑ REPLACE PART ❑ CLEAN ❑ REPLACE PART CHECK VALVE HELD AT PSID g • LEAKED 0 ❑ ❑ CLEANED REPAIRED El TEST AFTER REPAIRS PASSED FAILED 0 LEAKED 0 PSID LEAKED ❑ PSID OPENED #1 CHECK AT PSID AIR INLET PSID PSID CHK VALVE PSID AIR GAP INSPECTION: LL�__ tt REMARKS: tT+ ►ice' cou Supply Pipe Diameter " Separation 4-2 Sys I dno ;sae. /4014^•//) 1 TESTER SIGNATURE: " Pass❑ Fail❑ Oran' 113 LINE PRESSURE 13g PSI CONFINED SPACE? N • CERT. NO. B6620 DATE 1-29-19 TESTER NAME PRINTED: Matt Bucknam, BaCkfOW VIP TESTER PHONE 11( 253) 987-9777 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid-Weat 845 GAUGE *07170759 !cerety Oaf dik wen is accurate. esti/Arne orad WAC 2464M-00 approved tstaetMrt ad ratgrp.w.,& fi-cc8° a3n1303�! E U' c '71 We co o o- op X o x w a3n1303H Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0054 / D18-0055 / D18-0056 / D18-0071 / D18-0080 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12553 to 12570 — 51th PL South. Abbreviated Work Description: Work within the City Right -of -Way; including street paving, driveway access, traffic control, water service, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF,„said individuals have caused this instrument to be executed this l day of /1/1”4A 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that 4‘ is the person who appeared before me, and said person acknowledged that he signed this instrumento t st ted t at he was authorized to execute the instrument and acknowledged it as the 1 of Cary Lang Construction, Inc., a corporation, to e the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated \10\164 ‘\ Notary Public in a a for the State of Washington My appointment expires ryl \T) residing at DATED this GRANTEE: By: Print Name: Its: [54\ CITY of TUKWILA Henry Hash day of Olctu 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 /1 Name: ��/ ��� �'��- C. (_��, NOTARY PUBLIC, in and for the State of Washington, residing at (<u) y\ r,. My commission expires: Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2536 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC' n/a n/a Ceilingk 49' 0.026 Wood Frame WaIIQ 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. RECEIVED CITY OF TUKWILA ►'� 01 21 2013 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. II 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits REVIEWED FOR CODE COMPLIANCE APPROVED Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 i Total Credits *Please refer to Table R406.2 for complete option descriptions JUN 042018 E 0 Citlof Tukwila 15 BUILOI 1G DIVISION 0 El 0 0 0 0 *1200 1.0 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. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be Tess 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. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. 'The second R -value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information L2 -2559-3L 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 PWDR 2 0.30 HALL 16.0 0.30 ENTRY 6 0.30 GREAT ROOM 1 0.30 GREAT ROOM 8 0.30 DINING ROOM 2 0.30 DINING ROOM 8.10 0.30 STAIRS 16.0 0.30 UTILITY 1 0.30 MASTER BATH 6 0.30 MASTER BATH 4 0.30 MASTER BEDROOM 10.0 0.30 MASTER BEDROOM 3.56 0.30 BEDROOM 2 1 0.30 BEDROOM 4 4 0.30 BEDROOM 3 6 0.30 WIC 6 0.30 BEDROOM 3 0.0 0.30 HOUSE/GARAGE 2 0.20 0.00 4 0.00 1 6 0.0 4 0.0 1 4 4 1 4 4 1 6 4 6 1 2 6 4 1 2 6 4 1 2 8 6 8 Width Height Qt. Feet Inch Feet Inch 1 3 8 Width Height Qt. Feet Inch Feet Inch 1 2 6 5 16.0 1 2 6 5 14.40 1 2 48.0 8 35.0 2 2 3.38 2 8.10 1 8 16.0 6 24.0 1 2 8 6 8 2 4 10.0 6 10.0 1 5 3.56 7 0.00 1 2 6 4 6 1 6 0.00 4 6 1 2 0.0 3 0.0 2 2 0.00 4 0.00 1 6 0.0 4 0.0 1 4 4 1 4 4 1 6 4 6 1 2 6 4 1 2 6 4 1 2 8 6 8 Area UA 24.0 4.80 0.0 0.00 Area UA 12.5 3.75 12.5 3.75 16.0 4.80 8.0 2.40 48.0 14.40 17.8 5.33 48.0 14.40 35.0 10.50 11.3 3.38 27.0 8.10 6.0 1.80 16.0 4.80 24.0 7.20 16.0 4.80 16.0 4.80 27.0 8.10 10.0 3.00 10.0 3.00 17.8 3.56 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 0.00 378.8 111.86 Area 0.30 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 0.00 402.8 116.66 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. 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 L2-2536 Contact Information Heating System Type: o All other Systems O Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions 6Tukwila 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 U-0.28 R-49 Single Rafter or Joist Vaulted Ceilings Instructions -' Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade (see_ Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions Select R -Value Location of Ducts Instructions Design Temperature Difference (OT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,536 9.0 Conditioned Volume 22,824 U -Factor X Area 0.280 U -Factor X 0.50 U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection 379 Area Area 1,489 Area Area 2,894 Area 1,392 = UA 106.12 = UA = UA 38.71 UA UA 162.06 UA 34.80 Area UA F -Factor X Length UA No selection F -Factor X Length UA No selection -- Duct Leakage Coefficient 1.10 46 Sum of UA 341.70 Envelope Heat Load 15,718 Btu / Hour Sum of UAX AT Air Leakage Heat Load 11,339 Btu / Hour VolumeX O.6 X AT X.018 Building Design Heat Load 27,057 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,763 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,668 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION Plan L2-2536-2 March 13, 2018 Job No. : 09-046 Location: xxx 50th Place South (Lot F) Tukwila, Washington Copyright 2018, SEGA Engineers RECEIVED CITY OF TUKWILA 21 2318 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 STATEMENT OF WORK SEGA Engineers was asked to provide a lateral 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 with partial attic, 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, Project L2-2536 / -2559 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 16-009 By: GAT Checked Date: 02/21/17 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 (Vo) KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2536 / -2559 Job No. 16-009 By: GAT Checked Date: 02/15/16 Sht 2 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 $/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.93 (Ct = 1.1, other surfaces) 10/12 pitch = 40 deg Total Roof Load 37.4 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 11 7/8 TJ I @ 16" oc 3.3 5/8" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential -60 psf Total Deck Load -�:������3366 psf WALLS DL Siding 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2016, SEGA Engineers 9.5 psf SEGA Engineers PROJECT ( Z ZS.3 (n / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 f'l ,ten 1 P. ;i - Vil�)� {L.00iZ 6.0i/ to P o JOB NO. - oa/ FIGURED BY 7,/s.- CHECKED BYDATE -r/ SHEET OF Cso`s.) Hoo°('l`t- (q1(4 :- 74Y M = L°.1Svi C14')z : .z��,P' t (0,/PE). 1 k fE oo 2 �ln G -lam es Cv = (� if -1-177:j ja, o1 M ` (o, !v (z!')t - 33k.r g S1/tr/Z G- ,�.. © t )< /3'� &v vz_ zit Lot 1) ` L o, 4S1 Ot ,10.1 ,Nz ft 1) S -7-0,-/r4- • w tAV -(' Z=z )(_ ol - 1, At (1,31.\(_40 pr) (714,)(`-z-)'---. 1,300N "Su it i1 i. !Z' 3,9'k M - (( iR) ( 3•9H) - (€.9 )tos44Y) ($/ 7,1k1f3' V= 4g-" n occ Copyright 2015, SEGA Engineers ©k -- '•/3•S ,r1 SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT L 2- z JOB NO. 0 FIGURED B`; CHECKED BY DATE 4t kW16 SHEET 4 OF (?L 1(4`'1sr) ( t) (.s') ` 1,'e7S 4 w ` (. 1Lst) - To," 27 Lh -(- }--(351. =�i, 7711") -(s, -L)1, x643 LAt,: \l= .4,k /''__4 or 4ct6t7.1)(21')2" �jiiZ7 Xi�3 1����` irl/-1k ? , Z 4t Copyright 2015, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2536 / -2559 Job No. 16-009 By: GAT Checked Date: 02/15/16 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building SDS = 1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroot = Wfloor = Eq. 12.14-11 (Table 11.4-1, Ss > 1.25) (54ft) (28ft) (18psf)+ (2) (54ft+ 28ft) (4.Oft) (9.5psf) = 33 kips (64ft) (28ft) (14psf)+(2) (64ft+ 24ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (73 kip) = 12.3 kip E = 12.3 kip = 8.8 kip 1.4 WIND Design Wind Pressure, ps = X K1 Ps3o where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Wtotai = 73 kips Eq. 28.6-1, Sect. 28.6.3 Exposure B Figure 28.6-1 K� = 1.00 Section 26.8 p30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po_15= (1.00) (1.00) (17.7 psf) = 17.70 psf (x0.6= 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P35 = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vtro= (64ft) (10ft) (17.7psf) + (54ft) (5ft) (17.7psf) + (50ft) (5ft) (17.7psf) + (47ft) (5ft) (17.7psf) + (47ft) (1 ft) (18.6 psf) =25.6x0.6 = 15.3 kips VsiS= (31 ft) (10ft) (17.7psf) + (31 ft) (5ft) (17.7psf) + (28ft) (5ft) (17.7psf) + (18ft) (5ft) (17.7psf) + (4 ft) (1 ft) (18.6 psf) =12.4 x 0.6 =7.4kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Seismic Loads Govern for Lateral Design - Side/Side Copyright 2016, SEGA Engineers SEGA Engineers / Project L2-2536 / -2559 Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No.16-009 By: GAT Checked Date: 02/15/16 Sht. 1' LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.8 k Fx = w,s V (Eq. 12.14-12) W F,00f = ( 33.4) (8.8 k) = 4.0 kip ( 72.7 ) Ffloor = ( 39.3) (8.8 k) = 4.8 kip ( 72.7 ) FX = 8.8 kip Copyright 2015, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 S�lr #ILltgarir)1'(SIRP40.)rk9 it -741 - JOB NO. L z - Z53(0 /6 —4)01 -F�I.GURED BY Gorr DATE" 54 t p SHEET 1 OF CHECKED BY z,/Iq'S' e)3* ) j = 4(.0&°L SIAL ' Z c53ff sit-(or_s' tit S� Vr—= ZS'3t't-C3°__ )06)(10,(. -' 7-16 g" L. / is /�z'` z� q Copyright 2015, SEGA Engineers 17 t'r ins wt 114° If OLZ'' Aim l r�rt i SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 1400- ' SEs, SPEAK- 4 143 JOB NO. FIGURED BY CHECKED BY DATE°k 7/ L SHEET 'e OF s. 3 -V rim, S_': f Vp = 31 sleimf (k) (!d vib, LoP ) 3 4-j e : 23 ` 4,d s 2. / 2 ' 11 t''t,r 3 s') (1 ° 1-5j 3,35• • 1 --5 wt <e - z Y /= 311'311_" p13r 21� //If �s4, rt_ , ` -t- 14-111- 11-3r1- liZ�s 911)' 7: 4, av It/'r 400?* Copyright 2015, SEGA Engineers \ Pki z y INIIIIIIIIIIMMININIIIIE rt IR -It SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 8864017 Z WALL 4.s/ ► fi r� 1 2)00-0 77, s�,� kW4LL JOB NO. S � ,,O001 FIGURED BY 6..47 - CHECKED CHECKED BY DAT1/5// L SHEET / OF 4-,00 t/2 1, 7'84- Copyright 2015, SEGA Engineers 1 71 /3 -;:.• (;,1 ic' 00 v‘p Mfr W tki-aa>7r /V1/' f?//� �'�$". SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2536 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1018 16-009 FIGURED BY GAT CHECKED BY DATE 02/16/16 SHEET 10 OF 10 SHEAR WALL SCHEDULE LRemarks (4) I o 11 0 0_ o 11 0 cn m 6 s #Dc A i m / E co 2 i E o% _ 7 0) 7 0 2§ 7 % 2 n7k . 6 -o ® / — \_ O/ -a w k Ec 2 i E§& = o 0 2% 7 ° D k Anchor Bolts (2) d d b A LO § o % A � d a ƒ A LO d o ƒ A C o Sheathing Nailing (1) d a G A -o CO § o % A / § o G A / d a & A / 0 0 8 o Minimum Sheathin 1 co X / o co x 0 / - 0 = x / ,_ 0 c x / ,_ 0 0 0 / A C A § k ? 1E L0 / ca c m 7 4 \ E -o c) U a 2 as E / § E %c $ / / 73,a0 2 . £ ca % 6 02m 7 %fes 2) /Uf Eo ƒOƒ Ck ,2� -8 F,- 0 m p To kk%.0 /\ o 0 o E t \ 0) Ek as o 2 0 %c• 0 2 g C2 % % d / 2 CD :#/ E /fes OWR @ 2 # % 6 f 0 2 P / $ 7 o_ . % R .0 F f 0 X . $ \ a 0 E5 2 0 / 2 A = m ƒ 0 o . k * 5d E E G _»k $ [ 3 a � E 2 .4— w d $ 0 / 3 \ % 2 j 0 0 0 k E- 2 0 .0 \ � 2ƒ / E Ef / us k� 92 k = / F kk r 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: Cary Lang Construction Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2018 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 Di RECEIVED CITY OF TUKWILA :.'► 21 2018 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 4 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 10 4.4 Asphalt Pavement 10 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 13 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 5 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -3 A -2...A-4 APPENDIX B Laboratory Testing Results i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 51st PI S Development 125XX 51st PI 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 PI 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 PI S, between this roadway and 50th PI 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 PI S, and one along the east side. The proposed lot configuration is indicated in the attached Figure 2; with the lots being designated as Lot A through Lot F. The subject properties encompass a total area of 0.98 -acres. Page 1 of 13 $ Cary Lang Construction — 51'' 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 PI S will also have to be extended, which, as we understand, will be implemented as part of this development. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 4, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP -1 through TP -3), advanced on January 4, 2018; • One grain -size analysis performed on a soil sample collected from our subsurface explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 TP -3 North end of the project area, between Lots A & B South end of project area, between Lots C & D East side of 51st PI 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 — 51st P1 S Development, 125XX 51" I'l S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.175 -T18 The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-4. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of nine adjacent, undeveloped residential parcels located towards the southern terminus of 51St P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots, designated Lot A through Lot F. These individual lots will have an areal extent which ranges from 6,500 — 8,612 sf. The project area is located northeast of a southwesterly bend in the Duwamish River, with the subject properties being as close as ± 200 feet to the waterway. The space located immediately within this bend is occupied by Codiga Park. The project area is bound on the south and west by 50th Pl 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 PI S, 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 PI 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 12' to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of 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 — 515' P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -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 Dio 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 Sim = 0.840 g SD] = 0.560 g Using the 2015 IBC information, MCEiz Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most Migizi Group, Inc. Page 5 of 13 Cary Lang Construction — 51st PI S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -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 r Cary Lang Construction — 51st P1 S Development, 125XX 51st PIS, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.175 -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 1'/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 } 1 • Cary Lang Construction — 51st P1 S Development, 125XX 51't PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1.1.75 -T18 Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand with scattered debris, and extending upwards of 5 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. • Native Alluvium: Underlying existing fill material, native alluvium consists of fine silty to sand with silt, generally becoming cleaner with depth. As with the fill soils, this material should be considered moderately moisture sensitive, and will become increasingly difficult to reuse under wet -weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 8 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st PI S, Tukwila, WA Geoteclulical 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 — 51st Pl S Development, 125XX 51st PIS, Tukwila, WA Geotechnical. Engineering Report February 19, 2018 P1175 -T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Asphalt Pavement We offer the following comments and recommendations for asphalt pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Existing fill soils appear amenable to pavement support, and we do not anticipate the need for any localized over - excavations. We recommend limiting the subgrade preparation to times of dry weather. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 Cary Lang Construction — 515} P1 S Development, 125XX 51" Pl S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Area Driveways and High Traffic Areas Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Structural Fill or Cement - Treated Base 24 inches 24 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20 -year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 11 of 13 } Cary Lang Construction — 51st PI S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Compaction 95 percent 90 percent 95 percent 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. Migizi Group, Inc. Page 12 of 13 r Cary Lang Construction — 515 P1 S Development, 125XX 5151 PIS, 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 - ologist Migizi Group, Inc. Page 13 of 13 James E. Brigham, P.E. Principal Engineer 1 z 0 0 0 0 ° z 0 0 0 6 ° TOPO! map printed on 02116/18 from "Untitled°tpo" 122°19.000' W 122°18,000' W 122017.000' W 122°16,000' W 122015,000' W It 122°14.000' W WGS84 122°13.000' W tal 11113 �r ti i A olgook, Pim 111117 �t�111 drin� w i wit 122°19.000' W '.w !Alt •' ita iti It it r1iia 1I\1igI RIVE R �1 NIVI �.�1, Y 1!•Y.\.LV 122°18.000' W 122°17.0001W 122°16.000' W o s ter 10fffl a - ,I0VJETIRS Map aa;cdwith TOPUSg NaatiuwalGgiphic(wm atiolip°ttaphicamtap°) 122°15.000' W 122°14,000' W Pp .764PA) WGS84122°13.000' W z 0 0 0 0 ° z 0 0 0 tr ° d Location 125XX 51st PI S Tukwila, Washington Job Number P1175 -T18 Figure 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 02/16/18 -or PROJECT SHEET TITLE: Sits z 0 H 0 J 1- 1_ 0 H APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve CLEAN GRAVELS GW i.'. 1 • :11.4. !...•1• WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS MORE THAN HALF WITH LITTLE OR NO FINES GP 'er' '. r )..:)'•N POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN GRAVELS WITH GM o'�o o L )..%< SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES GC ' I die CLAYEYURES GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXT CLEAN SANDS SW e :°.:::: °e°e°e° WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP ,'. POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM .:.......%:.• ': SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYSINORGANIC LIQUID LIMIT LESS THAN 50 CL %A CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MHINORGANIC 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 w ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt i, J f, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R -Value // Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test I Auger Cuttings TC Cyclic Triaxial iid Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. T�1 1� Migizi Group, Inc. TEST PIT NUMBER TP-1 PO Box 44840 Tacoma, WA 98448 PAGE 1 eO1 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 --- o DEPTH o (ft) SAMPLE TYPE NUMBER vi U cri GRAPHIC LOG MATERIAL DESCRIPTION - 2.5 GB S-1 GB S-2 "' `` Sod and topsoil 0.8 SM • • 4.., 44. ��♦•O 32 (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) 3.0 _ 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 4.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 _ 7.5 SP- SM (SP-SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-3 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 PIS 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 cri U vi GRAPHIC LOG MATERIAL DESCRIPTION Sod and topsoil 0.8 - - - - - - - 2.5 GB S-1 SM : • Obi ♦♦i O. i'sp :�. ♦�O♦ ♦���� ,.,♦., (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 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 - - - - 7.5 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. T ]�+R um Migizi Group, Inc. TEST PIT NUMBER TP -3 PO Box 44840 Tacoma, WA 98448 PAGE 1 1 Telephone: 253-537-9400 Figuree A-4 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- p DEPTH o (ft) SAMPLE TYPE NUMBER ui Li vi GRAPHIC LOG MATERIAL DESCRIPTION - - - - 2.5 0 /' 0.3 Sod and topsoil SM • .� ♦ �♦♦i♦i *♦♦ .*# i♦ L4.. w w.. ♦♦ %i ♦♦ d� ♦00 .4. moi♦ ♦• (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) 5.5 _ _ 5.0 7.5 - - _ _ 10.0 SM (SM) Gray/brown fine silty sand with some gravel (medium dense, moist) (Fill) 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1075 -T18 Tested By: ZLL Date: 1/8/18 Boring #: TP -1 Sample #: S-2 Depth: 7 feet Moisture Content (%) 15.3% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 99.7 No. 20 (.850 -mm) 99.5 No. 40 (.425 -mm) 98.6 No. 60 (.250 -mm) 83.7 No. 100 (.150 -mm) 41.3 No. 200 (.075 -mm) 11.0 — ASTM Classification LL PI D10 D30 0.12 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.2 Medium Sand 1.2 Fine Sand 87.6 Fines 11.0 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-1 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Sample Distribution 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 ---.— 100 ---M.. J 90 80 -+ 70 c --- 60 u) co 20 10 , 1I 1 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) GROUP MIGIZI Iv) 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 .4 • 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 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 —•— Sample 100 • • • • 90 80 i I 70 a) c 60 as a I 50 c L I 1 40 n i l 30 + I 20 10 rt 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI 1j' • 1. 1 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 hgt MiTek' Re:B1801529 L2 -2536-2R Plan The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4388939 thru K4388968 My license renewal date for the state of Washington is September 28, 2018. F -R EWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila I BUILDING DIVISION March 19,2018 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss E per ANSI/TPI-1, Chapter 2. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision RECEIVED CITY OF TUKWILA •.: yip 21 2J:8 PERMIT CENTER Job B1801529 Truss A01 Truss Type GABLE Qty Ply L2 -2536-2R Plan 1 Job Reference (optional) K4388939 ProBuild Arlington, Arlington,WA 98223 4 1-5-1 6-8-5 1151 6-8-5 13-3-5 8.50 12 6-7-0 4x6 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:03 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-doPe1 W3_sHOx18YLmp3yex7UYZWsGfChrStyglzZON6 14-2-11 13x-11 + 13-3-5 1327-3-5 0-5-11 5x8 7 4x6 = 5 6 4x8 O 9 12 14 16 19 20 4x6 = ACCESS ONLY- NO OTHER ADDITIONAL LOADS IN THIS AREA 24 25 3x4 = 21 8-7-0 17-6-0 8-7-0 8-11-0 26 23 5x8 = 26-0-0 4x8 = 3x6 = 22 8-6-0 127-6-0 1 1-6-0 Scale = 1:61.3 Plate Offsets (X Y)-- [2:0-0-0.0-0-41. [6:0-2-9 0-3-01. [7:0-3-0.0-2-31[21:0-3-12.0-1-81. [23:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.52 BC 0.73 WB 0.25 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 *Except* 6-7: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-24,8-23: 2x4 HF No.2 OTHERS 2x4 HF Stud DEFL. in (loc) I/defl Ltd Vert(LL) -0.36 23-24 >844 240 Vert(CT) -0.47 23-24 >657 180 Horz(CT) 0.08 21 n/a n/a PLATES GRIP MT20 185/148 Weight: 135 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-22, 6-7. BOT CHORD Rigid ceiling directly applied or4-11-1 oc bracing. JOINTS 1 Brace at Jt(s): 8, 15, 11, 17, 18 REACTIONS. All bearings 1-11-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=486(LC 31) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-950(LC 40), 21=-958(LC 35), 22=-193(LC 41) Max Gray All reactions 250 Ib or less at joint(s) except 2=1850(LC 73), 21=1041(LC 42), 22=1210(LC 1), 22=1210(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2648/1520, 3-4=-1949/858, 4-5=-458/413, 5-6=-326/269, 7-9=-392/285, 9-12=-567/502, 12-14=-821/724, 14-16=-994/900, 16-19=-1239/1104, 19-20=-1494/1314, 20-21=-1755/1530, 5-8=-287/290, 8-10=-1228/303, 10-11=-1330/362, 11-13=-1335/353, 13-15=-1438/382, 15-17=-1422/377, 17-18=-1457/384, 18-22=-1481/394, 6-7=-362/305 BOT CHORD 2-24=-1286/2093, 24-25=-910/1628, 25-26=-910/1628, 23-26=-910/1628, 22-23=-1105/2016, 21-22=-1238/1392 WEBS 3-24=-348/173, 4-24=-83/614, 8-23=-51/551, 15-23=-320/158, 4-8=-820/146, 13-14=-258/122, 20-22=-284/135 NOTES - 1) Wind: ASCE 7-10; Vult=l lOmph (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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.0psf. Continued on page 2 March 19,2018 L ® 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 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 81801529 ) Truss A01 Truss Type GABLE ProBuild Arlington, 4 Arlington,WA 98223 Qty 1 Ply L2 -2536-2R Plan K4388939 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:03 2018 Page 2 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-doPe1 W3_sHOx18YLmp3yex7UYZWsGfChrStyglzZON6 NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 950 Ib uplift at joint 2, 958 Ib uplift at joint 21 and 193 Ib uplift at joint 22. 11) This truss has been designed for a total drag load of 2555 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 92.9 plf. 12) This truss has been designed for a total drag load of 2555 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 25-6-8 to 27-6-0 for 1304.9 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss B1801529 ' A02 ProBuild Arlington, Arlington,WA 98223 ( o1 -1-5-1 6-6-11 6-6-11 1-5-1 Truss Type FINK 8.50 12 2x4 \" 3 Qty 1 Ply L2 -2536-2R Plan 1 Job Reference (optional) K4388940 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:04 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-5_z0Fs4dda WovI7YJ WaBA9gesztO?5Mg36dVDBzZON5 14-2-11 13-3-5 14-9-p 1 20-11-5 I 27-6-0 6-8-10 0--11 6-8-10 6-6-11 0-5-11 6x6 5 6x6 = 4 2x4 // 6 ACCESS ONLY- NO OTHER ADDITIONAL LOADS IN THIS AREA 9 10 11 8 3x6 3x6 = 3x4 - 5x8 = 9-5-10 18-0-6 27-6-0 9-5-10 8-6-11 9-5-10 Scale = 1:58.4 Plate Offsets (X,Y)-- [2:0-6-0,0-0-6],[4:0-3-0,0-2-3].[5:0-3-0.0-2-3] [7:0-6-0,0-0-6].[8:0-4-0.0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.61 BC 0.64 WB 0.26 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-5: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-9,6-8: 2x4 HF Stud REACTIONS. (Ib/size) 2=1282/0-5-8, 7=1159/0-5-8 Max Horz 2=178(LC 5) Max Uplift2=-39(LC 8), 7=-19(LC 9) DEFL. in (loc) I/defl L/d Vert(LL) -0.32 8-9 >999 240 Vert(CT) -0.38 7-8 >851 180 Horz(CT) 0.05 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 110 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1653/55, 3-4=-1412/107, 5-6=-1423/111, 6-7=-1637/59, 4-5=-839/106 BOT CHORD 2-9=-78/1298, 9-10=0/861, 10-11=0/861, 8-11=0/861, 7-8=0/1253 WEBS 3-9=-385/178, 4-9=-67/610, 5-8=-72/628, 6-8=-395/181 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 2 and 19 Ib uplift at joint 7. 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. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. MII MiTek' 250 Klug Circle Corona, CA 92880 Job B1801529 Truss A03 Truss Type ROOF TRUSS ProBuild Arlington, Arlington, WA 98223 oI1 1-5-1 Qty Ply L2 -2536-2R Plan K4388941 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:05 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-ZBXOSC4FOuefXShktD6QjMCI9NDHkQf_ImM3IdzZON4 15-0-12 4-11-0 7-0-12 9-10-0 12-5-4 113-9-01 17-8-0 20-5-4 22-7-0 27-6-0 4-11-0 2-1-12 2-9-4 2-7-4 1-3-12 1-3-12 2-7-4 2-9-4 2-1-12 4-11-0 3x10 I I 6x10 11 4x6 = 4x6 = 7 5x8 = 8x8 = 13 8x16 MT2OHS = 12 8x8 = 7-0-12 .. 20-5-4 27-6-0 7-0-12 13-4-8 7-0-12 Io 11 5x6 = 5x8 5x16 Plate Offsets (X Y)-- [2:0-4-0 0-1-7] [4:0-7-4 0-0-12]. [6:0-3-4.0-3-0] [8:0-7-4 0-0-12] [10:0-9-4.Edge]. [10:0-1-8 Edge] [12:0-3-8 0-4-12] [14:0-3-8.0-4-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 4-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.89 BC 0.60 WB 0.83 (Matrix -M) Scale = 1:66.6 DEFL. in (loc) I/deft Ud Vert(LL) -0.4312-14 >764 240 Vert(CT) -0.77 12-14 >423 180 Horz(CT) 0.03 11 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 587 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD 2-0-0 oc purlins (6-0-0 max.) 3-6,6-9: 2x8 DF SS (Switched from sheeted: Spacing > 2-8-0). BOT CHORD 2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except` JOINTS 1 Brace at Jt(s): 6, 15 8-12,4-14: 2x4 HF No.2, 6-15: 2x8 DF SS WEDGE Right: 2x6 DF No.2 REACTIONS. (Ib/size) 2=5773/0-5-8, 11=5446/Mechanical Max Horz 2=354(LC 5) Max Uplift2=-312(LC 8), 11=-257(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9226/475, 3-4=-8935/501, 4-5=-6079/513, 5-6=-153/3157, 6-7=-161/3178, 7-8=-6061/508,8-9=-8967/497,9-10=-9217/471 BOT CHORD 2-14=-408/7540, 13-14=-235/5987, 12-13=-235/5987, 10-12=-294/7432 WEBS 5-15=-10880/755, 7-15=-10880/755, 8-12=-146/5438, 4-14=-133/5326, 6-15=-168/2448, 3-14=-3021/330, 9-12=-3054/327 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 3 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-4-0 oc, Except member 8-12 2x4 - 1 row at 0-9-0 oc, member 4-14 2x4 - 1 row at 0-9-0 oc, member 14-3 2x4 - 1 row at 0-9-0 oc, member 12-9 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 2 and 257 Ib uplift at joint 11. Continued on page 2 March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/T,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 Job 81801529 Truss A03 Truss Type ROOF TRUSS P oBuild Arlington, Arlington,WA 98223 Qty Ply L2 -2536-2R Plan K4388941 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:05 2018 Page 2 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-ZBXOSC4FOuefXShktD6QjMCI9N DHkQfI mM3IdzZON4 NOTES - 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. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2425 Ib down and 171 Ib up at 13-9-0 on top 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=-140, 6-10=-140, 2-14=-52(F=-20), 12-14=-307(F=-275), 11-12=-52(F=-20) Concentrated Loads (Ib) Vert: 6=-2425(F) ® 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 B1801529 Truss A04 ProBuild Arlington, Arlington,WA 98223 /151} 1-5-1 4-11-0 4-11-0 COMMON 1 A '# Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:06 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-1 N4mgY5t9CmW9cGwRxdfFalw4nXvTvA7XQ6cH4zZON3 15-0-12 7-0-12 9-10-0 12-5-4 13-9-0 17-8-0 20-5-4 22-7-0 27-6-0 8-11-1 2-1-12 2-9-4 2-7-4 1-3-12 1-3-12 2-7-4 I 2-9-4 2-1-12 4-11-0 �1-5-1 Truss Type Qty Ply 1L2 -2536-2R Plan K4388942 4x6 = 4x12 6x10 i 4 6x10 8.50 1712 9 • \ 8x12 II 4x6 = 7 4x12 8 rn •01/�! 5x8 = 7-0-12 14 8x8 13 8x16 MT2OHS - 12 8x8 = 20-5-4 27-6-0 7-0-12 13-4-8 7 0-12 Plate Offsets (X.Y)-- [2:0-4-0,0-1-7j [4:0-8-3,Edge], [5:0-3-0.0-1-12] [7:0-3-0,0-1-12], [8:0-8-3,Edge] [10:0-4-0,0-1-7]. [12:0-3-8 0-4-12] 114:0-3-8.0-4-12] 5x8 = 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 0.70 WB 0.68 (Matrix -M) 10 11 I; 0 Scale = 1:64.8 DEFL. in (loc) I/defl Ud Vert(LL) -0.57 12-14 >566 240 Vert(CT) -0.81 12-14 >400 180 Horz(CT) 0.03 10 n/a n/a Attic -0.26 12-14 628 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 790 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD 3-6,6-9: 2x8 DF SS BOT CHORD BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 8-12,4-14: 2x4 HF No.2, 6-15: 2x8 DF SS REACTIONS. (Ib/size) 2=4647/0-5-8, 10=4647/0-5-8 Max Horz 2=184(LC 7) Max Uplift2=-142(LC 8), 10=-142(LC 9) Max Gray 2=6940(LC 17), 10=6940(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12059/219, 3-4=-11851/232, 4-5=-7868/273, 5-6=0/4998, 6-7=0/4998, 7-8=-7868/273, 8-9=-11851/232, 9-10=-12059/219 BOT CHORD 2-14=-177/9837, 13-14=-101/7949, 12-13=-101/7949, 10-12=-122/9775 WEBS 5-7=-14718/267, 8-12=-77/7273, 4-14=-77/7273, 3-14=-3603/143, 9-12=-3603/143 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) n/a 2) 4 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 8-12 2x4 - 1 row at 0-9-0 oc, member 4-14 2x4 - 1 row at 0-9-0 oc, member 14-3 2x4 - 1 row at 0-9-0 oc, member 12-9 2x4 - 1 row at 0-9-0 oc. Attach TC w/ USP WS6 or Simpson SDS 1/4" x 6" wood screws in 2 row(s) spaced at 2-0-0 oc., except 1 row in 2x4 chords. Attach BC w/ USP WS6 or Simpson SDS 1/4" x 6" wood screws in 2 row(s) spaced at 2-0-0 oc. 3) 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. 4) 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 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 6) This truss has been designed for greater of min roof live load of 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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. 10) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7; Wall dead load (5.0psf) on member(s).8-12, 4-14 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 Continued on page 2 March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. M MiTek' 250 Klug Circle Corona, CA 92880 Job[Truss ,Truss Type I B1801529 '` 'A04 COMMON 1 1 Qty Ply 4 L2 -2536-2R Plan Job Reference (optional) K4388942 ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:06 2018 Page 2 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-1 N4mgY5t9CmW9cGwRxdfFalw4nXvTvA7XQ6cH4zZON3 NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint 2 and 142 Ib uplift at joint 10. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3975 Ib down and 171 Ib up at 13-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=-80, 8-11=-70, 2-14=-36(F=-20), 12-14=-301(F=-275), 10-12=-36(F=-20), 5-7=-10 Drag: 8-12=-10, 4-14=-10 Concentrated Loads (Ib) Vert: 6=-2425(F) .-r::,^ v , :,7a ® 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. MAIM 1141111 ^ MiTek' 250 Klug Circle Corona, CA 92880 Job Truss 01801529 A05 ProBuild Arlington, Arlington,WA 98223 1-5-1 4-11-0 1-5-1 4-11-0 8.50 12 Truss Type COMMON Qty 1 Ply L2 -2536-2R Plan 1 Job Reference o.tional 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:07 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-VZe9tu6VwVuNmmr7?e8uon I4ZBvDCMLGm4r9pWzZON2 15-0-12 7-0-12 9-10-0 12-5-4 13-9-0 17-8-0 20-5-4 22-7-0 27-6-0 8-11-1 2-1-12 2-9-4 2-7-4 i1-3-1211-3-121 2-7-4 2-9-4 2-1-12 i 4-11-0 �1-5-1 K4388943 4x12 11 6x10 i 4 7x10 MT18H 4x6 = 4x6 = 7 4x12 1 8 6x10 9 10 rn 11 I' 0 5x8 _ 14 7-0-12 8x8 = 20-5-4 13 8x16 MT2OHS = 12 5x8 8x8 27-6-0 7-0-12 13-4-8 7-0-12 Scale = 1:66.1 Plate Offsets (X Y)-- [2:0-4-0 0-1-71 [4:0-8-3 Edge] [5:0-0-4,0-0-0][6:0-5-0 Edge] [7:0-0-4 0-011,18:0-8-3 Edge] [10:0-4-0 0-1-7] [12:0-3-8 0-4-12] 114:0-3-8 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 YES Code IBC2015/TP12014 CSI. TC 0.90 BC 0.64 WB 0.69 (Matrix) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.46 12-14 >707 240 MT20 185/148 Vert(CT) -0.73 12-14 >443 180 MT2OHS 165/146 Horz(CT) 0.02 10 n/a n/a MT18H 220/195 Attic -0.21 12-14 768 360 Weight: 196 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-6,6-9: 2x8 DF SS BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 8-12,4-14: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1458/0-5-8, 10=1458/0-5-8 Max Horz 2=-184(LC 6) Max Gray 2=1714(LC 17), 10=1714(LC 18) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2625/0, 3-4=-2486/0, 4-5=-1504/0, 5-6=0/2077, 6-7=0/2078, 7-8=-1503/0, 8-9=-2485/0, 9-10=-2625/0 BOT CHORD 2-14=0/2183, 13-14=0/1557, 12-13=0/1557, 10-12=0/2120 WEBS 5-7=-3859/0, 8-12=0/1689, 4-14=0/1689, 3-14=-1188/30, 9-12=-1189/30 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 9-1-6 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) All plates are MT20 plates unless otherwise indicated. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7; Wall dead load (5.0psf) on member(s).8-12, 4-14 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Attic room checked for L/360 deflection. March 19,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 jJob 81801529 Truss A06 Truss Type COMMON ProBuild Arlington, Arlington,WA 98223 -1-5-1 4-11-8 1-5-1 4-11-8 Qty 6 Ply 1 L2 -2536-2R Plan Job Reference (optional) K4388944 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:08 2018 Page 1 I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-zmCX4E77hp0EOwQJYMf7L?gFzaFYxpMQ_kbjMyzZON 1 15-0-12 1 7-0-12 I 9-10-0 12-5-4 113-9-0 I 1 17-8-0 20-5-4 22-6-8 27-6-0 2-1-4 2-9-4 2-7-4 1-3-12 1-3-12 2-7-4 2-9-4 2-1-4 4-11-8 4x12 II 7x10 MT18H = 4x6 = 5x8 = 7-0-12 8x8 = 7-0-12 4x6 = 7 Li 12 8x16 MT2OHS = 4x12 8 11 8x8 = 5x8 = 20-5-4 27-6-0 13-4-8 7-0-12 Plate Offsets (X,Y)-- [2:0-4-0.0-1-7] [4:0-8-3.Edoe]. 15:0-0-4.0-0-0], [6:0-5-0,Edge], [7:0-0-4 0-0-0jJ8:0-8-3 Edge]. [10:0-4-0,0-1-7]. [11:0-3-8 0-4-12]. [13:0-3-8.0-4-12] 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 YES Code IBC2015/TP12014 CSI. TC 0.92 BC 0.63 WB 0.70 (Matrix -M) LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-6,6-9: 2x8 DF SS BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud "Except* 8-11,4-13: 2x4 HF No.2 REACTIONS. (Ib/size) 10=1343/Mechanical, 2=1467/0-5-8 Max Horz 2=178(LC 7) Max Gray 10=1610(LC 18), 2=1722(LC 17) Scale = 1:65.1 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.46 11-13 >713 240 MT20 185/148 Vert(CT) -0.73 11-13 >446 180 MT2OHS 165/146 Horz(CT) 0.03 10 n/a n/a MT18H 220/195 Attic -0.21 11-13 777 360 Weight: 194 Ib FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2575/0, 3-4=-2436/0, 4-5=-1525/0, 5-6=0/2108, 6-7=0/2117, 7-8=-1518/0, 8-9=-2449/0, 9-10=-2589/0 BOT CHORD 2-13=0/2114, 12-13=0/1568, 11-12=0/1568, 10-11=0/2068 WEBS 5-7=-3924/0, 8-11=0/1663, 4-13=0/1636, 3-13=-1058/31, 9-11=-1093/34 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 9-3-4 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left 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 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) All plates are MT20 plates unless otherwise indicated. 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7; Wall dead load (5.0psf) on member(s).8-11, 4-13 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 9) Refer to girder(s) for truss to truss connections. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan K4388945 81801529 r A07 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-5-151 11 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Mar 19 10:13:21 2018 Page 1 I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-9Ayk3tHhW RIJ_yAN9MkKUhgE6t7?YALXmhe9jGzZNLC 4-7-8 7-0-12 9-10-0 12-5-4 I 13-9-015-0-121 17-8-0 20-5-4 22-10-8 27-6-0 4-7-8 2-5-4 2-9-4 2-7-4 1-3-12 1-3-12 2-7-4 2-9-4 2-5-4 4-7-8 8.50 12 2x4 5x8 i 10x10 2 3x6 II 6x10 5x8 - 6x10 4x8 i 3x6 5x8 -2 6 7 8 24 3x6 II 9 3x6 10 6x10 11 4 23 2x4 1 13-1 /4 5x8 = 25 26 2713 28 —74172 5x8 = 29 30 31 14 32 8x12 5 33 16 10x10 = 3x6 22-10-8 12 m 0 5x8 = 27-6-0 Scale = 1:67.8 Plate Offsets (X,Y)-- [2:0-4-0,0-1-7], [5:0-5-0,Edge], 17:0-5-0,Edge1, [11:0-3-8,0-3-01, [12:0-4-0 0-1-71 f13:0-3-8 0-2-81 [15:0-3-8 0-7-4j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.83 BC 0.64 WB 0.89 (Matrix -M) DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/defl -0.2713-15 >946 -0.4613-15 >559 0.01 12 n/a -0.1713-15 957 L/d 240 180 n/a 360 PLATES GRIP MT20 185/148 Weight: 213 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-7,7-11: 2x8 DF SS, 5-6: 2x4 DF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 9-15,5-13: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 12=492/5-11-8, 2=1336/0-5-8, 16=1181/5-11-8, 16=1181/5-11-8 Max Horz 2=179(LC 7) Max Uplift 12=-2(LC 8) Max Gray 12=492(LC 1), 2=1443(LC 2), 16=1652(LC 2), 16=1181(LC 1) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-14 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. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/115, 2-3=-1899/0, 3-4=-1591/0, 4-5=-1711/0, 5-6=-972/17, 6-7=0/1024, 7-8=0/893, 8-9=-1138/34, 9-10=-1276/0, 10-11=-1260/0, 11-12=-824/13 BOT CHORD 2-13=0/1508, 13-15=0/998, 15-16=-443/177, 12-16=0/613 WEBS 6-8=-2068/0, 9-15=-157/363, 5-13=0/1293, 3-17=-858/81, 13-17=-929/74, 15-18=0/1895, 11-18=0/1938, 4-17=-90/0, 10-18=-54/0, 11-16=-2188/0 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 15.5 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).9-15, 5-13 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 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. MII MiTek' 250 Klug Circle Corona, CA 92880 Job 61801529 y Truss A07 ProBuild Arlington, Arlington,WA 98223 Truss Type GABLE Qty IPIy L2 -2536-2R Plan K4388945 1 1 Job Reference o.tional) 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Mar 19 10:13:21 2018 Page 2 I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-9Ayk3tHh W RIJ_yAN9MkKUhgE6t7?YALXmhe9jGzZNLC NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 Ib down and 84 Ib up at 4-0-12, and 26 Ib down and 84 Ib up at 20-0-12 on top chord, and 51 Ib down at 2-0-12, 51 Ib down at 4-0-12, 51 ib down at 6-0-12, 51 Ib down at 8-0-12, 51 Ib down at 10-0-12, 51 Ib down at 12-0-12, 51 Ib down at 14-0-12, 51 Ib down at 16-0-12, and 51 Ib down at 18-0-12, and 51 Ib down at 20-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Attic room checked for L/360 deflection. 15) 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) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-6=-80, 6-7=-70, 7-8=-70, 8-9=-80, 9-12=-70, 2-13=-16, 13-15=-26, 12-15=-16, 6-8=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-14(F) 23=-26(F) 24=-26(F) 25=-14(F) 26=-14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-14(F) 31=-14(F) 32=-14(F) 33=-14(F) 2) Dead + 0.75 Snow (balanced) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-58, 5-6=-68, 6-7=-58, 7-8=-58, 8-9=-67, 9-12=-58, 2-13=-16, 13-15=-86, 12-15=-16, 6-8=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-14(F) 23=-20(F) 24=-20(F) 25=-14(F) 26=-14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-14(F) 31=-14(F) 32=-14(F) 33=-14(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-20, 5-6=-30, 6-7=-20, 7-8=-20, 8-9=-30, 9-12=-20, 2-13=-36, 13-15=-26, 15-20=-36, 12-20=-36, 6-8=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14= -51(F)23= -0(F)24= -0(F)25= -51(F)26= -51(F)27= -51(F)28= -51(F)29= -51(F)30= -51(F)31= -51(F)32= -51(F)33= -51(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-5=-14, 5-6=-20, 6-7=-14, 7-8=4, 8-9=-2, 9-12=4, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-7, 2-7=2, 7-12=16 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=76(F) 24=58(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-5=4, 5-6=-2, 6-7=4, 7-8=-14, 8-9=-20, 9-12=-14, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-12, 2-7=-16, 7-12=-2 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=58(F) 24=76(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-5=-30, 5-6=-40, 6-7=-30, 7-8=-12, 8-9=-22, 9-12=-12, 2-13=-16, 13-15=-26, 12-15=-16, 6-8=-10 Horz: 1-2=6, 2-7=10, 7-12=8 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F)23=84(F)24=66(F)25=-2(F)26=-2(F)27=-2(F)28=-2(F)29=-2(F)30=-2(F)31=-2(F)32=-2(F)33=-2(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-5=-12, 5-6=-22, 6-7=-12, 7-8=-30, 8-9=-40, 9-12=-30, 2-13=-16, 13-15=-26, 12-15=-16, 6-8=-10 Horz: 1-2=-12, 2-7=-8, 7-12=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=66(F) 24=84(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-5=16, 5-6=10, 6-7=16, 7-8=4, 8-9=-2, 9-12=4, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-24, 2-7=-28, 7-12=16 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=46(F) 24=58(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-5=4, 5-6--2, 6-7-4, 7-8-16, 8-9-10, 9-12=16, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-12, 2-7=-16, 7-12=28 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=58(F) 24=46(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2-12, 2-5-16, 5-6-10, 6-7-16, 7-8-4, 8-92, 9-12=4, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-24, 2-7=-28, 7-12=16 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=46(F) 24=58(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 ® 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 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. 111!11 MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type 81801529 r ;A07 GABLE Job Reference (optional) Pronild Arlington, Arlington,WA 98223 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Mar 19 10:13:21 2018 Page 3 Qty 1 Ply !L2 -2536-2R Plan K4388945 I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-9Ayk3tHh WRIJ_yAN9MkKU hgE6t7?YALXmhe9jGzZN LC • LOAD CASE(S) Uniform Loads (plf) Vert: 1-2--0, 2-5-4, 5-6--2, 6-7-4, 7-8-16, 8-9-10, 9-12=16, 2-13=-10, 13-15=-16, 12-15=-10, 6-8=-6 Horz: 1-2=-12, 2-7=-16, 7-12=28 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-8(F) 23=58(F) 24=46(F) 25=-8(F) 26=-8(F) 27=-8(F) 28=-8(F) 29=-8(F) 30=-8(F) 31=-8(F) 32=-8(F) 33=-8(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-5=-0, 5-6=-10, 6-7=-0, 7-8=-12, 8-9=-22, 9-12=-12, 2-13=-16, 13-15=-26, 12-15=-16, 6-8=-10 Horz: 1-2=-24, 2-7=-20, 7-12=8 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=54(F) 24=66(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-5=-12, 5-6=-22, 6-7=-12, 7-8=-0, 8-9=-10, 9-12=-0, 2-13=-16, 13-15=-26, 12-15=-16, 6-8=-10 Horz: 1-2=-12, 2-7=-8, 7-12=20 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=66(F) 24=54(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) 14) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-120, 2-7=-20, 7-12=-20, 2-13=-16, 13-15=-26, 12-15=-16 Concentrated Loads (Ib) Vert: 14=-14(F) 23=-10(F) 24=-10(F) 25=-14(F) 26=-14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-14(F) 31=-14(F) 32=-14(F) 33=-14(F) 15) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-20, 5-6=-30, 6-7=-20, 7-8=-20, 8-9=-30, 9-12=-20, 2-13=-16, 13-15=-106, 12-15=-16, 6-8=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-14(F) 23=-0(F) 24=-0(F) 25=-14(F) 26=-14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-14(F) 31=-14(F) 32=-14(F) 33=-14(F) 16) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-20, 5-6=-30, 6-7=-20, 7-8=-20, 8-9=-30, 9-12=-20, 2-13=-16, 13-15=-106, 12-15=-16, 6-8=-10 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-14(F) 23=-0(F) 24=-0(F) 25=-14(F) 26=-14(F) 27=-14(F) 28=-14(F) 29=-14(F) 30=-14(F) 31=-14(F) 32=-14(F) 33=-14(F) 17) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-62, 2-5=-65, 5-6=-75, 6-7=-65, 7-8=-52, 8-9=-62, 9-12=-52, 2-13=-16, 13-15=-86, 12-15=-16, 6-8=-10 Horz: 1-2=4, 2-7=7, 7-12=6 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=63(F) 24=50(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) 18) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-49, 2-5=-52, 5-6=-62, 6-7=-52, 7-8=-65, 8-9=-75, 9-12=-65, 2-13=-16, 13-15=-86, 12-15=-16, 6-8=-10 Horz: 1-2=-9, 2-7=-6, 7-12=-7 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F)23=50(F)24=63(F)25=-2(F)26=-2(F)27=-2(F)28=-2(F)29=-2(F)30=-2(F)31=-2(F)32=-2(F)33=-2(F) 19) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-43, 5-6=-53, 6-7=-43, 7-8=-52, 8-9=-62, 9-12=-52, 2-13=-16, 13-15=-86, 12-15=-16, 6-8=-10 Horz: 1-2=-18, 2-7=-15, 7-12=6 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=41(F) 24=50(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) 20) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-49, 2-5=-52, 5-6=-62, 6-7=-52, 7-8=-43, 8-9=-53, 9-12=-43, 2-13=-16, 13-15=-86, 12-15=-16, 6-8=-10 Horz: 1-2=-9, 2-7=-6, 7-12=15 Drag: 9-15=-10, 5-13=-10 Concentrated Loads (Ib) Vert: 14=-2(F) 23=50(F) 24=41(F) 25=-2(F) 26=-2(F) 27=-2(F) 28=-2(F) 29=-2(F) 30=-2(F) 31=-2(F) 32=-2(F) 33=-2(F) ® 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. MII MiTek' 250 Klug Circle Corona, CA 92880 Job B1801529 r ' ProBuild Arlington, Truss B01 'Truss Type GABLE Arlington,WA 98223 151 1.5-1 Plate Offsets (X,Y)-- 6-6-8 13-0-0 6-6-8 8.50 14 2x4 \\ 6-5-8 4x8 = Qty 1 Ply L2 -2536-2R Plan K4388946 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:10 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-w8KHVv8NDQHydDahgnhbQQwiOOxEPgTjS24gQrzZON? 26-0-0 13-0-0 7x10 MT18H I 3x4 3x4 = 2x4 I 2x4 II 2x4 ! I 4x8 I I 21 19 18 13-0-0 19-6-0 _ +— 26-0-0 13-0-0 6-6-0 6-6-0 0 Scale = 1:67.6 [2:0-6-0.0-0-10]. [4:0-1-12,0-2-0], [5:0-0-4,0-0-12] 19:0-0-4 0-0-q]j12:0-0-4.0-0-12]. [14:0-0-4.0-0-12], [15:0-0-4.0-0-12]. [16:0-0-4.0-0-12]. [17:0-3-8,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 YES Code IBC2015/TP12014 CSI. TC 0.48 BC 0.62 WB 0.22 (Matrix) DEFL. in Vert(LL) -0.22 Vert(CT) -0.43 Horz(CT) 0.03 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 7-22: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. All bearings 6-11-8 except (jt=length) 2=0-5-8, 21=0-5-8. (Ib) - Max Horz 2=172(LC 7) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 19, 18 except 20=-142(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 20, 19, 18 except 17=303(LC 1), 2=1004(LC 1), 21=551(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1169/33, 3-4=-907/56, 4-5=-378/67, 5-7=-357/79, 7-9=-327/58, 9-12=-374/32, 12-14=-469/22, 14-15=-382/0, 15-16=-383/0, 16-17=-418/0, 4-6=-495/80, 6-8=-510/85, 8-10=-494/78, 10-11=-507/82, 11-13=-503/81, 13-20=-624/103 BOT CHORD 2-24=-50/907, 23-24=0/721, 22-23=0/721, 21-22=0/723, 20-21=0/723, 19-20=0/333, 18-19=0/334, 17-18=0/335 WEBS 13-14=-292/104, 4-24=-32/459, 3-24=-318/129 (loc) 2-24 2-24 17 I/defl >999 >533 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 150 Ib GRIP 185/148 185/148 FT = 20% Structural wood sheathing directly applied or 4-3-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 8, 10, 11 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/ -PI 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 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 18 except (jt=1b) 20=142. 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. Continued on page 2 March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job 61801529 r ' Truss B01 Truss Type GABLE Qty 1 Ply 1 L2 -2536-2R Plan Job Reference (optional K4388946 ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:10 2018 Page 2 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-w8KHVv8NDQHydDahgnhbQQwiOOxEPciTjS24gQrzZON? ® 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 s. Job B1801529 ProBuild Arlington, fTruss 602 Truss Type FINK Arlington,WA 98223 i-1-5-1 1 6-8-5 1-5-1 6-8-5 Qty Ply 1 L2 -2536-2R Plan K4388947 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:10 2018 Page 1 ID: GbA?SN_zmCgwTRGD3wFpuxy3xTA-w8KHVv8N DQHydDahg nhbQQwhzOwM PpRjS24gQrzZON? 11-0-0 1 13-0-0 15,0-0 19-3-11 26-0-0 4-3-11 2-0-0 2-0-0 4-3-11 6-8-5 3x6 = ACCESS ONLY- NO OTHER ADDITIONAL LOADS IN THIS AREA 8-7-0 8-7-0 Plate Offsets (X Y)-- [2:0-3-11 0-1-8] [5:0-3-0 Edge]. [8:0-3-11.0-1-8] [9:0-4-0 0-3-0] 17-5-0 26-0-0 8-9-15 8-7-0 Scale = 1:58.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-10,6-9: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1218/0-5-8, 8=1095/0-5-8 Max Horz 2=175(LC 7) Max Uplift2=-40(LC 8), 8=-19(LC 9) CSI. TC 0.57 BC 0.67 WB 0.28 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.35 9-10 >864 240 Vert(CT) -0.44 9-10 >699 180 Horz(CT) 0.05 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 105 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1540/39, 3-4=-1357/106, 6-7=-1371/112, 7-8=-1551/43 BOT CHORD 2-10=-60/1225, 10-11=0/923, 11-12=0/923, 9-12=0/923, 8-9=0/1150 WEBS 3-10=-345/172, 4-10=-71/592, 6-9=-77/615, 7-9=-359/177, 4-6=-801/98 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 15.5 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 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/T.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. Mil MiTek' 250 Klug Circle Corona, CA 92880 jJob 81801529 f 'Truss B02FUR Prot uild Arlington, Arlington,WA 98223 Truss Type FINK I-1-5-1 1 1-5-1 6-8-5 6-8-5 __13-0-0 6-3-11 Qty 5 Ply 1 L2 -2536-2R Plan K4388948 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:11 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-OLufjF9OzkPpFN9uEUCgydSsooCa8F9sgipNyHzZON_ 19-3-11 .. 26-0-0 6-3-11 6-8-5 3x6 = 2x4 10 17 18 3x4 -- 2x4 8-7-0 17-5-0 19 20 9 2x4 11 5x12 = 26-0-0 3x6 = 8-7-0 8-9-15 8-7-0 { 0 Scale = 1:58.7 Plate Offsets (X Y)-- [2:0-3-11 0-1-8] [5:0-3-0 Edge]. [8:0-3-11 0-1-8]. [9:0-6-0.0-3-0J 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 0.56 BC 0.93 WB 0.32 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-10,6-9: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1293/0-5-8, 8=1170/0-5-8 Max Horz 2=175(LC 7) DEFL. in (loc) I/defl Lid Vert(LL) -0.36 9-10 >847 240 Vert(CT) -0.65 9-10 >475 180 Horz(CT) 0.05 8 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1682/0, 3-4=-1502/0, 6-7=-1517/0, 7-8=-1693/0 BOT CHORD 2-10=0/1341, 10-17=0/1019, 17-18=0/1019, 18-19=0/1019, 19-20=0/1019, 9-20=0/1019, 8-9=0/1262 WEBS 3-10=-335/182, 4-10=0/678, 6-9=0/700, 7-9=-349/186, 4-6=-898/5 PLATES GRIP MT20 185/148 Weight: 114 Ib FT = 20% Structural wood sheathing directly applied or 3-4-6 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 15.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) 150.0Ib AC unit load placed on the bottom chord, 13-0-0 from left end, supported at two points, 4-0-0 apart. 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, with BCDL = 8.0psf. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job 131891529 Truss 1603 Truss Type FINK Qty 2 Ply 1 L2 -2536-2R Plan Job Reference (optional ProBuild Arlington, Arlington,WA 98223 1-1-5-1 1 6-8-5 1-5-1 6-8-5 8.50 12 2x4 \\ 3 K4388949 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:11 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-OLuf1 F9OzkPpFN9uEUCgydStfoGQ8FhsgipNyHzZON_ 13-0-0 19-3-11 26-0-0 127-6-0 6-3-11 6-3-11 6-8-5 1-6-0 4x6 3x6 = 4x6 - 6 2x4 7 ACCESS ONLY- NO OTHER ADDITIONAL LOADS IN THIS AREA rn 9 ]q of o 11 12 13 10 3x6 = 3x6 = 3x4 = 5x8 = 8-7-0 + 8-7-0 17-5-0 J-9-15 Plate Offsets (X Y)-- [2:0-6-0 0-0-6] [5:0-3-0 Edge] [8:0-6-0 0-0-6] [10:0-4-0 0-3-01 26-0-0 8-7-0 Scale = 1:59.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-11,6-10: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1214/0-5-8, 8=1220/0-5-8 Max Horz 2=-182(LC 6) Max Uplift2=-39(LC 8), 8=-40(LC 9) CSI. TC 0.51 BC 0.68 WB 0.28 (Matrix) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1534/39, 3-4=-1359/106, 6-7=-1358/106, 7-8=-1533/38 BOT CHORD 2-11=-48/1235, 11-12=0/931, 12-13=0/931, 10-13=0/931, 8-10=0/1134 WEBS 3-11=-346/173, 4-11=-71/598, 6-10=-71/596, 7-10=-345/172, 4-6=-801/97 DEFL. in (loc) I/defl L/d Vert(LL) -0.36 10-11 >847 240 Vert(CT) -0.45 10-11 >683 180 Horz(CT) 0.05 8 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% Structural wood sheathing directly applied or 3-8-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 15.5 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For genera'. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek' 250 Klug Circle Corona, CA 92880 Job B1801529 Truss C01 Truss Type GABLE ProBuild Arlington, Arlington,WA 98223 -1-5-1 1-5-1 9-9-0 9-9-0 Qty Ply 1 L2 -2536-2R Plan Job Reference (optional) K4388950I 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:12 2018 Page I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-sXS2wbAek2XgtXk4nCk3Vr?6WCjGtkK?vMZwUjzZOMz 19-6-0 120-11-1 9-9-0 1-5-1 4x4 = 7 J V 4 10 3 11 niA4Y Y 22 21 20 19 18 17 16 15 14 Plate Offsets (X,Y)-- [2:0-3-11.0-1-8]. [12:0-3-11.0-1-8] 19-6-0 19-6-0 Scale = 1:43.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.24 BC 0.13 WB 0.13 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) 0.01 13 n/r 180 Vert(CT) 0.00 13 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 93 Ib FT = 20% 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. REACTIONS. All bearings 19-6-0. (Ib) - Max Horz 2=-140(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 18, 19, 20, 21, 22, 17, 16, 15, 14 except 2=284(LC 14), 12=284(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 15.5 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, 22, 17, 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 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ;B1$01529 Truss CO2 Truss Type QUEENPOST ProBuild Arlington, Arlington,WA 98223 • -• -t 1-5-1 5-0-13 4-8-3 Qty Ply IL2-2536-2R Plan K4388951 1 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:13 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-Kj0Q8xBGVLfXU hJGLvF112YFwbx6cAE9801 UQAzZOMy 14-5-3 ( 19-6-0 20-11-1 4-8-3 5-0-13 1-5-1 4x4 = 3x8 = 9-9-0 19-6-0 9-9-0 9-9-0 Plate Offsets (X.Y)-- [2:0-6-0 0-0-10] [6:0-6-0 0-0-10] H Scale = 1:45.6 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 YES Code IBC2015/TP12014 CSI. TC 0.33 BC 0.67 WB 0.21 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=934/0-5-8, 6=934/0-5-8 Max Horz 2=-140(LC 6) Max Uplift2=-35(LC 8), 6=-35(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1102/47, 3-4=-816/63, 4-5=-816/63, 5-6=-1102/47 BOT CHORD 2-8=-45/813, 6-8=0/813 WEBS 3-8=-297/124, 4-8=0/519, 5-8=-297/125 DEFL. in (loc) I/defl Vert(LL) -0.16 6-8 >999 Vert(CT) -0.30 6-8 >759 Horz(CT) 0.03 6 n/a BRACING - TOP CHORD BOT CHORD L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 76 Ib FT = 20% Structural wood sheathing directly applied or 5-1-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 15.5 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 19,2018 ® 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 inco-porate 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 131801529 Truss IDO1 ProBuild Arlington, Arlington,WA 98223 -1-4-4 + _. 1-4-4 Truss Type GABLE Qty 1 Ply 1 6-5-12 9.00 171i- 6-5-12 L2 -2536-2R Plan Job Reference (optional 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:13 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-Kj0Q8xBGVLfXUhJGLvF112YHXb5zcDn9801U0AzZOMy 12-11-8 14-3-12 6-5-12 1-4-4 ) K4388952 4x4 = 3x6 = 14 13 12 11 10 3x6 = 12-11-8 12-11-8 Plate Offsets (X.Y)-- [2:0-3-13.0-1-8], [8:0-3-13.0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 -o :Y 0 Scale = 1:33.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.23 BC 0.04 WB 0.05 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud DEFL. in (loc) Udefl Ud Vert(LL) 0.01 9 n/r 180 Vert(CT) 0.00 9 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 55 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-11-8. (Ib) - Max Horz 2=104(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) 12, 13, 14, 11, 10 except 2=256(LC 14), 8=256(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 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 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job B1801529 I Truss ID02 Truss Type I COMMON GIRDER ProBuild Arlington, Arlington,WA 98223 O 0 3-5-1 3-5-1 9.00 12 3x6 Qty 1 Ply L2 -2536-2R Plan 2 IJob Reference (optional) K4388953 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:14 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-owZoLHBuGfnN6ruTvcmXaG4Sb?NQLVKINf21YczZOMx 6-5-12 9-6-7 12-11-8 14-3-12 3-0-11 3-0-11 3-5-1 1-4-4 4x6 I I Scale = 1:33.4 3x6 10 11 9 12 13 14 8 7 15 4x6 — 3x8 8x8 - 3x8 4x6 3-5-1 3-5-1 Plate Offsets (X Y)-- J1:0-3-0.0-1-141. [5:0-3-0 0-1-14] 6-5-12 9-6-7 3-0-11 3-0-11 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 12-11-8 3-5-1 Ioq 0 CSI. TC 0.21 BC 0.28 WB 0.74 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 8-9 >999 240 Vert(CT) -0.08 8-9 >999 180 Horz(CT) 0.02 5 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=4329/0-5-8, 5=3706/0-5-8 Max Horz 1=-98(LC 20) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5092/0, 2-3=-3502/0, 3-4=-3485/0, 4-5=-4987/0 BOT CHORD 1-10=0/3944, 10-11=0/3944, 9-11=0/3944, 9-12=0/3944, 8-12=0/3944, 8-13=0/3835, 13-14=0/3835, 7-14=0/3835, 7-15=0/3835, 5-15=0/3835 WEBS 3-8=0/3914, 4-8=-1415/0, 4-7=0/1703, 2-8=-1557/0, 2-9=0/1839 PLATES GRIP MT20 185/148 Weight 135 Ib FT = 20% Structural wood sheathing directly applied or 5-3-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for greater of min roof live load of 15.0 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) "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) 1079 Ib down and 35 Ib up at 10-10-4 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: 1-3=-70, 3-6=-70, 1-5=-16 Continued on page 2 March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M MiTek' 250 Klug Circle Corona, CA 92880 Job i Truss I Truss Type '1 Qty Ply 131801529 ' ID02 COMMON GIRDER 1 1 1 2 L2 -2536-2R Plan Job Reference (optional) K4388953 Proluild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:14 2018 Page 2 I D: GbA?SN_zmCgwTRGD3wFpuxy3xTA-owZoLH BuGfnN6ruTvcmXaG4Sb?NQLVKI Nf21 YczZOMx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-1157 11=-1154 12=-1154 13=-1154 14=-1154 15=-1079 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job B1801529 Truss Truss Type E01 Common Supported Gable ProBuild Arlington, Arlington,WA 98223 0 0 -1-4-4 1-4-4 9.00 �2 6-3-0 Qty Ply L2 -2536-2R Plan 1 1 K4388954I ,Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:15 2018 Page ID: GbA?SN_zmCgwTRG D3wFpuxy3xTA-G67AYdC W 1 zvEk_SfTKHm7Tdc5PnX47LSbJna42zZOMw 12-6-0 .. 13-10-4 6-3-0 1-4-4 4x4 = 3x6 = km 14 13 12 11 10 3x6 = Plate Offsets (X,Y)-- [2:0-3-13,0-1-8j [8:0-3-13 0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 i BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud 12-6-0 12-6-0 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 0.03 WB 0.05 (Matrix) Scale: 3/8"=1' DEFL. in (loc) I/defl Ud Vert(LL) 0.01 9 n/r 180 Vert(CT) 0.00 9 n/r 120 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-6-0. (Ib) - Max Horz 2=-101(LC 6) Max Uplift All uplift 100 Ib or Tess at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 12, 13, 14, 11, 10 except 2=257(LC 14), 8=257(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job L31801529 ProBuild Arlington, Truss E02 Truss Type Common Girder Arlington,WA 98223 3-3-11 3-3-11 6-3-0 2-11-5 Qty 1 Ply 2 L2 -2536-2R Plan K4388955 Job Reference o•tiona 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:16 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-II hYmzD8oG 15L81 r01 o?fh9nXp2SpMvbgzXBdVzZOMv 9-2-5 . 12-6-0 - 2-11-5 3-3-11 4x6 I 4x12 - 3-3-11 3-3-11 3x10 I I 6-3-0 6-3-0 8x8 z- 9-2-5 3x10 I' 12-6-0 4x12 Q 2-11-5 2-11-5 3-3-11 Scale = 1:31.6 Plate Offsets (X.Y)-- [1:0-2-8.0-1-14] [5:0-2-8 0-1-14], [7:0-4-0,0-4-8] 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 Int NO Code IBC2015/TP12014 CSI. TC 0.24 BC 0.37 WB 0.92 (Matrix) DEFL. in (loc) 1/dell L/d Vert(LL) -0.05 6-7 >999 240 Vert(CT) -0.09 6-7 >999 180 Horz(CT) 0.02 5 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=3918/0-5-8, 5=5087/0-5-8 Max Horz 1=-83(LC 21) Max Gray 1=4434(LC 2), 5=5805(LC 2) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6091/0, 2-3=-4274/0, 3-4=-4274/0, 4-5=-6090/0 BOT CHORD 1-9=0/4726, 8-9=0/4726, 8-10=0/4726, 7-10=0/4726, 7-11=0/4725, 6-11=0/4725, 6-12=0/4725, 5-12=0/4725 WEBS 3-7=0/4905, 4-7=-1740/0, 4-6=0/2176, 2-7=-1741/0, 2-8=0/2177 PLATES GRIP MT20 185/148 Weight: 127 lb FT = 20% Structural wood sheathing directly applied or 4-9-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1558 Ib down at 2-0-12, 1558 Ib down at 4-0-12, 1558 Ib down at 6-0-12, 1558 Ib down at 8-0-12, and 1558 Ib down at 10-0-12, and 1564 Ib down at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 1-5=-16 Continued on page 2 March 19,2018 ®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 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. M MiTek' 250 Klug Circle Corona, CA 92880 !Job B1801529 Truss E02 Truss Type Common Girder ProBuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-1334(B) 7=-1327(B) 9=-1327(B) 10=-1327(B) 11=-1327(B) 12=-1327(B) Qty Ply L2 -2536-2R Plan K4388955 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:16 2018 Page 2 I D: GbA?SN_zmCgwTRG D3wFpuxy3xTA-II hYmzD8oG 15L81 r01 o?fh9nXp2SpMvbgzX8dVzZOMv ® 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek' 250 Klug Circle Corona, CA 92880 rob 81801529 Truss F01 ProBuild Arlington, Arlington,WA 98223 O 0 a 1-4-4 Truss Type Common Supported Gable Qty 1 Ply 1 L2 -2536-2R Plan Job Reference (optional) K4388956 9.00 12 5-0-0 5-0-0 2x4 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:16 2018 Page I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-IlhYmzD8oG 15L81 r01 o?fh9ngp7QpahbgzX8dVzZOMv 10-0-0 11-4-4 H 5-0-0 1-4-4 4x4 4 52x4 11 3x4 10 9 8 3x4 = 2x4 11 2x4 11 2x4 11 10-0-0 10-0-0 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 0.23 BC 0.05 WB 0.04 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud Scale = 1:29.6 Iq 0 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: 40 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-0-0. (Ib) - Max Horz 2=-84(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 8 except 2=256(LC 14), 6=256(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 15.0 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, 6, 10, 8. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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. Mrit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss 81801529 F02 Truss Type Common ProBuild Arlington, Arlington,WA 98223 H -1-4-4 1-4-4 9.00 1712 5-0-0 5-0-0 Qty 1 Ply 1 L2 -2536-2R Plan K4388957 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:17 2018 Page 1 I D: GbA?SN_zmCgwTRG D3wFpuxy3xTA-DVFxzI EmZa9yzIc2aIJECuiv3DQLYORI3dGh9xzZOMu 4x4 = 10-0-0 11-4-4 5-0-0 1-4-4 6 3x4 = 2x4 11 3x4 = 5-0-0 5-0-0 10-0-0 5-0-0 0 I0 Scale = 1:29.1 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 0.39 BC 0.20 WB 0.07 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.02 4-6 >999 240 Vert(CT) -0.03 4-6 >999 180 Horz(CT) 0.00 4 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=521/0-5-8, 4=521/0-5-8 Max Horz 2=-84(LC 6) Max Uplift2=-26(LC 8), 4=-26(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-429/16, 3-4=-429/16 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 35 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan r K4388958 81801529 F03 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 a 0 5-0-0 9.00 i12 5-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:17 2018 Page ID: GbA?SN_zmCgwTRGD3wFpuxy3xTA-DVFxzI EmZa9yzIc2aIJECu isADN4YpF13dG h9xzZOM u + 10-0-0 5-0-0 5x8 I 2 5x8 - 3 -fila 3-8-13 4x12 1/ 4x12 \\ 6-3-3 2-6-6 10-0-0 3-8-13 5x8 142 0 Scale = 1:26.9 Plate Offsets (X,Y)-- [4:0-8-0.0-2-0] [5:0-8-0 0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.63 BC 0.41 WB 0.92 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 4 >999 240 Vert(CT) -0.07 4 >999 180 Horz(CT) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 117 Ib FT = 20% REACTIONS. (Ib/size) 1=2529/0-5-8, 3=4849/0-5-8 Max Horz 1=63(LC 20) Max Upliftl=-109(LC 8), 3=-209(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3917/184, 2-3=-5756/269 BOT CHORD 1-5=-110/3073, 4-5=-104/2739, 4-6=-176/4546, 3-6=-176/4546 WEBS 2-4=-205/4874, 2-5=-20/901 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-3-8 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: 2x10 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=109, 3=209. 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) 5414 Ib down and 289 Ib up at 6-2-6, and 1143 Ib down and 35 Ib up at 7-11-4 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: 1-2=-70, 2-3=-70, 1-3=-16 Continued on page 2 March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 • rJob B1E101529 Truss F03 Truss Type Common Girder Propuild Arlington, Arlington,WA 98223 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-5414(B) 6=-1143 Qty Ply TL2-2536-2R Plan K4388958 1 2 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:17 2018 Page 2 I D:GbA?S N_zmCgwTRGD3wFpuxy3xTA-DVFxzI EmZa9yzIc2alJ ECuisADN4YpF13dGh9xzZOMu A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. II. MiTek' 250 Klug Circle Corona, CA 92880 Job ,Truss B1801529 'GO1 Truss Type GABLE ProBuild Arlington, Arlington,WA 98223 Qty r Ply iL2-2536-2R Plan K4388959 1 1 ,Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:18 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-hhpJBeEPKuHpbSBEBSgTk6F5AcleHTRuHHOFhNzZOMt 0 4-3-7 8-5-8 1-6-0 4-3-7 4-2-1 3x4 - 8.00 12 3x10 Ii 3x4 2x4 1I 2x4 11 6 4x8 - 5-3-8 10 2x4 11 2x4 11 9 8 5-3-8 Plate Offsets (X,Y)-- [2:0-4-0.0-2-7] 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 8-5-8 3-2-0 3x4 = 7 Scale = 1:40.4 CSI. TC 0.36 BC 0.20 WB 0.09 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-10 >999 240 Vert(CT) -0.03 2-10 >999 180 Horz(CT) -0.00 7 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud PLATES GRIP MT20 185/148 Weight: 51 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-5-8 except (jt=length) 2=0-5-8, 9=0-3-8. (Ib) - Max Horz 2=162(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 7, 8, 9 Max Grav All reactions 250 Ib or less at joint(s) 7, 8 except 2=337(LC 1), 9=274(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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) 7, 8, 9. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 a,. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB -7473 rev. 10/03/2015 BEFORE USE. ➢Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss 81801529 ' G02 Pro,Build Arlington, Arlington,WA 98223 Truss Type Monopitch O co LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 -1-6-0 5-1-12 Qty 1 Ply 1 L2 -2536-2R Plan K4388960 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:18 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-hhpJBeEPKuHpbSBE8SgTk6F5AcmGHTIuHHOFhNzZOMt 1-6-0 5-1-12 3-3-12 2x4 11 4 5-1-12 5-1-12 5?3r8 r r55 0- -12 3-2-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.36 BC 0.16 WB 0.07 (Matrix) Scale = 1:37.5 DEFL. in (loc) I/defl L/d Vert(LL) -0.02 2-6 >999 240 Vert(CT) -0.04 2-6 >999 180 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=144/Mechanical, 2=359/0-5-8, 6=313/0-3-8 Max Horz 2=162(LC 5) Max Uplift5=-49(LC 5), 2=-18(LC 8), 6=-7(LC 8) Max Gray 5=158(LC 16), 2=359(LC 1), 6=313(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11' MiTek' 250 Klug Circle Corona, CA 92880 !Job 81801529 ProVuild Arlington, Truss H01 Truss Type Monopitch Arlington,WA 98223 cl 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 Qty 1 !ply L2 -2536-2R Plan 1 Job Reference (optional) K4388961 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:19 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-9tNhO_F15BPgCcmQiAMiHJnH908s0x31 WxloDpzZOMs 1-6-0 0-11-8 1-6-0 0-11-8 Scale = 1:10.7 0-11-8 0-11-8 CSI. TC 0.28 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 2=236/0-3-8, 4=7/Mechanical, 3=-57/Mechanical Max Horz 2=41(LC 8) Max Uplift2=-40(LC 8), 3=-144(LC 14) Max Gray 2=353(LC 14), 4=17(LC 3), 3=12(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% Structural wood sheathing directly applied or 0-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 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 ll; 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 except (jt=Ib) 3=144. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan ' K4388962 61801529 ' H02 Monopitch 6 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 O 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:19 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-9tNhO_F15BPgCcmQiAMiHJnH908s0x31 WxIoDpzZOMs -1-8-0 0-t1-8 1-6-0 0-11-8 Scale = 1:10.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 0-11-8 0-11-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.28 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 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 No.2 REACTIONS. (Ib/size) 2=236/0-3-8, 4=7/Mechanical, 3=-57/Mechanical Max Horz 2=41(LC 8) Max Uplift2=-40(LC 8), 3=-144(LC 14) Max Gray 2=353(LC 14), 4=17(LC 3), 3=12(LC 8) 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 0-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Fully Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 3=144. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 19,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mi' MiTek' 250 Klug Circle Corona, CA 92880 Job • 81601529 Truss H03 Truss Type Monopitch ProBuild Arlington, Arlington,WA 98223 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 8.0 1 -1-6-0 1-6-0 Qty 6 Ply L2 -2536-2R Plan Job Reference (optional) K4388963 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:19 2018 Page 1 ID:GbA?SN_zmCgwTRGD3wFpuxy3xTA-9tNhO_F15BPgCcmQiAMiHJnH2O8V0x31 WxloDpzZOMs 1-11-8 1-11-8 1-11-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.29 BC 0.03 WB 0.00 (Matrix) Scale = 1:14.1 N N 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- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 2=234/0-5-8, 4=15/Mechanical, 3=22/Mechanical Max Horz 2=60(LC 8) Max Uplift2=-24(LC 8), 3=-56(LC 14) Max Gray 2=295(LC 14), 4=34(LC 3), 3=25(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or fess except when shown. Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 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 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2536-2R Plan K4388964 81601529 HRA Corner Rafter 1 1 Job Reference (optional) Pro(3uild Arlington, Arlington,WA 98223 1-11-8 1-11-8 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:20 2018 Page 1 I D:GbA?SN_zmCgwTRGD3wFpuxy3xTA-d3x3cKGfsVXXgmLcFttxgXKKzQUjIOJBIbVLmGzZOMr 2-7-10 5-4-10 2-7-10 2-9-0 5-4-10 5-4-10 0 m N Scale = 1:21.8 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 IBC2015/TP12014 CSI. TC 0.79 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.16 5 >379 240 Vert(CT) -0.24 5 >255 180 Horz(CT) 0.02 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins, except BOT CHORD 2x4 DF 1600F 1.6E end verticals. WEBS 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=252/Mechanical, 2=535/0-7-9 Max Horz 2=82(LC 10) Max Uplift4=-54(LC 10), 2=-48(LC 10) Max Gray 4=292(LC 17), 2=594(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-7/340 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) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.8 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 29 Ib up at 2-10-11 on top chord, and 322 Ib down and 21 Ib up at 2-5-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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, 3-4=-70, 2-5=-16 Continued on page 2 March 19,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 811301529 Truss HRA Truss Type Corner Rafter Qty Ply 1 L2 -2536-2R Plan Job Reference (optional) K4388964 ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 19 10:03:20 2018 Page 2 I D:GbA?S N_zmCgwTRGD3wFpuxy3xTA-d3x3cKGfsVXXgmLcFttxgXKKzQUjIOJBIbVLmGzZOMr LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-242(F) ® 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. Mfg MiTek` 250 Klug Circle Corona, CA 92880 On Site Storm Maintenance Agreement For King County Parcel: #017900-2255 Address: 12570 5151 PI S. Tukwila, WA 98168 Owner of 12570 515` P1 S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 2/1/19. Subsequent owners shall incur responsibility. Signed: Cary Lang, Owner State of WA County of 1 certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the 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: � ' t 1.9 Name: Notory Public in arld for the State of Residing at: 'rVc—i� U� A My appointment expires: '--tc\ot - 6,019 --DI - cc8o May 04, 2018 1 \ \ / City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0080 CODIGA - LOT F - 12570 51ST PL S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Per fire marshal's office records, it appears the nearest fire hydrant exceeds the maximum distance of 250 ft. measured via vehicular travel. A new fire hydrant must be installed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, e" -p..014 Bill Rambo Permit Technician File No. D18-0080 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 c ?ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0080 PROJECT NAME: CODIGA - LOT F SITE ADDRESS: 12570 51ST PL S X Original Plan Submittal Response to Correction Letter # DATE: 03/27/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: C✓—-�8 Building Division Public Works Covilt Fire Prevention Structural km) ft -F 4\9 L Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/27/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions Denied (ie: Zoning Issues) ctcr 3 (corrections entered in Reviews) Notation: El 04/24/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: " _ 11-1 9 Departments issued corrections: Bldg ❑ Fire Ping 0 PW ❑ Staff Initials: 12/18/2013 0PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0080 DATE: 05/28/1, 88 PROJECT NAME: CODIGA - LOT r SITE ADDRESS: 12570 51ST PL S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Nk Awc Fire Prevention111 Structural Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/29/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required nApproved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/26/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg L °ire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Date: S/Z % 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D/ --ooPD Response to Incomplete Letter # / O Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # // _ Project Name: va r i Project Address: /23- -g--D 5/±:7-Q/ Tc(k /./- Contact Person: el 4! C :17 Phone Number: 2-0 6 Y2-3-5653-- ry Summa of Revision: . (5-6,c 7-4-c/r6-b) EU CITY OF TUKWIL.=,. MAY 2 4 201B PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by: Ef Entered in TRAKiT on \I`6, ate of revision W:\Permit Center (Brenda)1FOrms'Permit Center Documents (Word)'Revision Submittal Form.doc Revised: Aueust 2015 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: pLoe 67.63 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Project Address: Contact Person: Let /25-6 Si Chi1",. 0 Summary of Revision: T RECEIVED MAY 10 2018 TUKWILA PUBLIC WORKS 7, /4-2/ 71-- s-- Phone ' Phone Number: n F--, �e ley i 2c' -12,3 _3 S COPIREICTION LTR# Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on (Y //° /7 W' W:1Fermit Center (Brenda)\FormsTermit Center Itevised: August 2015 IsiO mens ( ord)Utevision Submittal Form.doc 0 CARY LANG CONSTRUCTION IN'\ Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of 6 4) Labor & Industries Search L&1 Page 1 of 2 A -Z Index Help My 1.&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101OF 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 $1,000,000.00 Policy no. BIS00028853 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 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 6/27/2018 CARY LANG CONSTRUCTION INC No L&I tax debts are recorded for this conte license during the previous 6 year period, but some ' s may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account contact T1 / NICHOLE CAROW (360)902-5634 - Email: CANI235@lni.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 0 Washington State Dept, of Labor & Industries. . Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 6/27/2018 0 J E 0 z 0 J ST x x N REFERENCE SHEET NO. 10.0' MAX. • • TOE IN SHEETING IN MINIMUM 4"X4" TRENCH FOUND 1/2" REBAR & CAP "TNLS LS 31453" 0.14' W. -------------- i v,Kri •D/ •D/ • p • / •DiP4r . `D/ re 40,111, *Om tom tOm tOm *OM 00 ' CHAIN LI ,Ir?4,41, 41k �' .���%0ia}Ga�,.;3� N. OF(�,�/ •+� 1 �.� •� /� '4 / P .- S, , • INSTALL CONSTRUCTION -ENTRANCE. \-DPERDEf'AIL THIS SHEET , \ ` •D/ ID/ •D/ •D/ •D/ epi..: sI• ••.V •s�• *OAP 400 •/.'•%..•.�AT^OOP*O.•••a• ,•I /D/• #P, #D A` •D/ •D/ •D/ ,4.•••.•.1 . �,01.s ••��. SID/ • • / • I•S'/ /D 1 /D/ OrD- ••a Vie#4 •1•Wo•a/ ••AW ''''I/ I/ I'/ I/ ID/ ID/ I•i / ••./ •OAi •%/ ••.ar ••./ •a • Ago. / •D/ moD/ •D/ •D/me- te 1;/•%/•i••.. .,p .s•.,/••;e,•Pr" , • `1 DT • 32'DT, r�.+► Ito , , 22'DT 17",07- `, EX TREE TO BE IEMOVEd,(TYP)\`, , , , , , TEMPORARY STOCKFLE COVER WITH PLASTIC PER DETAIL THIS SHEET PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. f 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. SHEET 1 OF 3 SHEETS TESC PLAN AND DETAILS L: \Working\R18180 0 0 0 Ch. 7L - ekes shag be 01 wotk Inithma Mar approval �-�-� Buitiing D Imo_ TE- Ralitiam a and may Made 11iiiii1111 1...• 11U!UUM I I FILTER FABRIC Ape UNDISTURBED GROUND EX. TREE TO REMAIN INSTALL TREE PROTECTION FENCE ER DETAIL ON SHEET C3 --30-- 30' 8' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" -1.5" WASHED GRAVEL REVIEWED FOR CODE COMPLIANCE r APPROVED r INSTALL SILT FENCE PER DETAIL THIS SHEET ,Rlan $view approval is s Approval of carastrucfcon d ',,tha`,violation of ahy adapted bf approved,Fiald Cp and c• By: ` cam,.__ c3or btOOSO JUN 04 2018_•''� City of Tukwila BUILDING DIVISION SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE These plans have been reviewed by the Public ' r conformance with current ity standar. s.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: to errors and omissions. um nts does not authorize e or ordinance. Receipt chi • ns Is acknowledged: SEPARATE PERMIT REQUIRED FOR: Q echanical Electrical 0 Plumbing ❑ Gas Piping of Tukwila ► e _ itsIG DIVISION • • CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD 100' MIN. , • , • • • • • • • • • • • • • • • • • • • • • • • EDGE OF EXISTING PAVEMENT • • • • • • • • • • • LEGEND 8 — 9: 28am N CSC 0 PROPERTY LINE RIGHT OF 'WAY LINE PLANNING APPROVED No changes can be made.to these plans without approval from the Planning Division of DCD Approved By: l Date: INSTALL DRIVEWAY CULVERT IF THERE ISA ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS i R=25' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA — RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE PROPERTY CORNER. Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. EARTHWORK VOLUME ESTIMATES: EIV TU 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. LOCATION CUT (CY) FILL (CY) ONSITE 160 50 CONSTRUCTION ENTRANCE DETAIL 1 g:41 PERMIT CENTER PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE 0 0 Layout Name: 125XX 51ST Place S (LANG Construction)\CADD\Drawings\LOT F\LOT F—C2.dwg L:\Working\R18180 C 0 3- C a E a N) a) a O s �/\ \ \ \ f EG=19.80 • S. S. S. S. " PVC R MAIN NEW 20' WIDE ROADWAY SEE PUBLIC WORK PERMIT DRAWINGS 7 " ss • • • SSMH RIM= 20.80 4" PERF. PVC SDR 35 OOTING DRAIN @ 1.00% • • • • • • • • • • • LOT C EG=21.8 EBAR & CAP FG=25.00 • • R OF OVERHANG 4" PVC SDR 35 ROOF DRAIN @ 1.00% EX. 10" DI WATER MAIN LOT D RIGHT OF WAY CENTERLINE EX. 20" HP GAS LINE • 0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,812 SQ. FT. WALKWAY & CONC. PAD 67 SQ. FT. DRIVEWAY 455 SQ. FT. TOTAL 2,334 SQ. FT. MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,812 SQ. FT. TOTAL 1,812 SQ. FT. 1,812 / 8,445=0.2146 X 100% = 21.46% MAX. BUILDING COVERAGE PARCEL NUMBER 0179002251 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. • • • Ds # CONSTRUCTION NOTES: CONSTRUCT ROOF / FOOTING INFILTRATION TRENCH (4'W x 20'L x 2'D) PER DETAIL 1 ON SHEET C3 0 INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=31.00 IE (NW,SW)=29.00 CI INSTALL 14 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN 0 INSTALL 16 LF 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% MIN. 0 INSTALL 32 LF 4" PVC SIDE SEWER @ 2.00% MIN. (BEGIN 4" AT PROPERTY LINE) INSTALL 1" WATER METER & SERVICE LINE BY (CITY OF TUKWILA) 0 INSTALL 21 LF 1.5" WATER SERVICE LINE 0 INSTALL 47 LF 6" PVC SIDE SEWER @ 2.00% MIN. (END 6" AT PROPERTY LINE) SEE PUBLIC WORK PERMIT DRAWING FOR MORE DETAIL 0 CONSTRUCT 20' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) 0 CONSTRUCT 20' WIDE CONCRETE DRIVEWAY (SEE LEGEND) 10 UTILITY TRENCH (POWER & COMMUNICATION) 0 CONCTRUCT GRAVITY BLOCK RETAINING WALL (4' HIGH MAX.) REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION APPROVED MAY 02 2018 City of Tukwila PUBLIC Works Oktyn Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 1 inch = 10 ft. FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 LEGEND PROPERTY LINE RIGHT OF WAY LINE 0 cxed) so RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE INFILTRATION TRENCH REFERENCE SHEET NO. C2 SHEET 2 OF SHEETS z W co 0 all ce CL < 0 F- < co U I 6. 4 8 CM 4 i ei 3 ilb All Ai 113 CU co CO IN 01 cn LLJ oo 0 ao Ci DESIGNED BY: Ci H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: 0 0 REC OF ITV PER MIT EIV TU CE ED KW 2013 NTE LA 0 J 0 z 0 0 J L: \Working\R18180 — 125XX 51ST Place S (LANG Construction)\CADD\Drawings\LOT F\LOT F—C3.dwg c 0 a- 0 E ro 0 0) oo 0 N 0) 0 SEE PLANS 10.0' 5.0' MIN 4" RIGID PERFORATED PIPE @ 0.0% A� INFILTRATION TRENCH 6" SOLID ADS N12 @ 0.00% A� WASHED ROCK 3/4" - 1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND PLAN VIEW NTS ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK iv/%l7Y%% x•%-•;.-4. slivx•-vixil.f?iik.morwrokt.rie,IslosageActlf•rispopitAttAlts.cpowikt,,,,,tlokteiotAkervi, z 2 Zo 4" SOLID PIPE FINE MESH SCREEN ELEVATION VIEW BACKFILL NTS EXISTING GROUND CV .I .1•.1 11•S'"4• i1� retilltel•Aft•SMVASt. ASI•el tSI "1•SI�1 /,1,1I/iS.01;03i• 4111°,111 )1;184111 ),•14-ettovie3telom , ••,.....5*,....,,.. itoittittittittittVe ••1•01.0••••,/•44'I; 1 1 1 It 42. tret r•'1•'� t ,w,,. w ,w • )tesj1•�1•e1•�1•11•1'�1 I•.�;•.-;• S�;•..;• i�I•;,. 2 z 2 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 1?e ?refr#ioh Meosotes SET FENCE CIRCUMFERENCE EQUAL TO OR GREATER THAN •CIRCUMFERENCE OF DRIPLINE 6 FT. HIGH CHAIN LINK FENCE TO ENCLOSE TREE ENTIRELY CONCRETE PIER FOUNDATION 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE gr.,. , 'ItirtS09,4t. to a#010,044. ►11•e1 oykse�•O: ;0:•0.6.1• �/. •I••1•Vii•1 dp•9i•if tp. .-• rttelsevsel kw Vit,.fie,,.Ls! tom BACKFILL ..PROVIDE 12" MIN COVERAGE •OF DRAIN WITH CLEAN 1 1/2" - 3/4" :1NASHE©•ROCK .FILTER FABRIC (MI.RAFI 100X OR EQUIVALENT) NOTES: 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 AA SCALE: NONE 1� REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0'4 2018 • City of Tukwila BUILDING DIVISION APPROVED MAY 02 2018 City of Tukwila PUBLIC Works DO Cc C) REFERENCE SHEET NO. C3 SHEET 3. OF 3 SHEETS z O 00 °pr.. m W co 0Z Q ©C U o" f --- J C0 co Z < �/. X ©C o CD J CO W O O z z O w U) 0 00 00 at ko6Q'„ N N c O m fa N 1-1 CA W 00 0 N � N M Qz OC I- 0 w z CD w 65 O H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION CIT PE RE Y Eos RM VEC KV CEI OF TU `:a 2i20' T GEN- /ILA -ER O z BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRO) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD Is 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD = 15 PSF WIND LOAD • 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) GROUND SNOW LOAD WNP DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. iCE SHIELD SER" LAYMENT I REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANi JAL TEMPlt SPEED 'H) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BORNE DEBRIS ZONE WEATHERING: FROST LINE DEPTH TERMITE 25 110 16 8 16 Di/D2 MOD iB SLIGHT-Tt MOD 1 NO PER JLOCAL URISDICTION 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 SOIL SEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE 84022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (F'c) AT 25 DAYS MODERATE WEATHERING POTENTIAL BASEMENT SLABS / INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRUCTURAL)p 2,500 ai BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER 3000 pet (5% to 1% air entrained) VERTICAL CONCRETE WORK EXPOSED TO THE UEATHER PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3X!00 pet (59e to 1% air entrained) CONCRETE 'BATCH TiCKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 60. U.N.O. (SEE STRUCTURAL) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE :5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANiZED WOOD) PER IRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER- S' OPPER6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MN. CLEARANCE BETWEENFLOOR BEAMS AND GRADE. 18' MN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. j»OFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (B) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARING APPLIED TO THE EXTERIOR OF THE WALL. THE PARING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. va' 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: PARING 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 WATERING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R406.2 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING.. 3.6 -MIL POLYVINYL CHLORIDE. 4.6 -MIL POLYETHYLENE 5.40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1.. VD' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8. 60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER. xC_EPTION. E. ___. .._. _. 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 PARINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL SE 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 R40&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 NIL (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. 1�r1'•_- 4FIREl.L 4P :V 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 80 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 I A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2.. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION 8302.12.1. FIREBLOCKING 8302.11 IN COMBUSTIBLE CONSTRUCTION, FiREBLOCKING SHALL BE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING IOft 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 R.N. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (V2' GWS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL 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 FIRE/BLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.I9. 6. FIR EBLOCKING OF CORNICES OF A TWO-FAMILY DUELLING IS REQUIRED AT THE LiNE OF DUELLING UNIT SEPARATION. FIREBLOCKiNG SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION 8302.11.1 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. i GENERAL ALL MINIMUM NAILING SHALL BE IN ACCORDANCE WITH ISO TABLE 2304.10.1 AND IRC TABLE R6023(1) UNLESS NOTED OTHERWISE. GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE 81023.5 MINIMUM THICKNESS AND ,APPLICATION OF GYPSUM BOARD TABLE R10299 THICN:TE86 OF BOA OR GYPSUM PANEL PRODUCTS (114OWES) APPLICATION ORIENTATION OF BOAoR YPSUM **mewl PANEL P! 8 TO FRAMING MAXIM"! S'FRAMING 0. tINCHEB ow MAXIM SPACING OF FASTENERS (INCHES) SIZE OF NAILS FOR APPLICATION TO WOO FRAMING,: W/ 1 a ivy SCREWS 3/8'WAIL CEILING PERPENDICULAR 16. 1 12 13 GAGE, 1-1/4' `LONG, IS/64' HEAD, ®.98' DIA, 1.4/4' LONG, ANNULAR- RINGED: OR 4d COOLER NAIL, 0.080' PIA, 1-3/6' LONG, 1/32' HEAD. EITHER DIRECTION 16 8 16 V2'CEILING CEILING EITHER DIRECTION . 16 1 12 13 GAGE, 1-3/01 LONG, 143/641 HEAD, 0.088' DIA„ 1-V4' LONG, ANNULAR- 8d PERPENDICULAR 24 1 12 OR COOLER NAiL 0186' DIA. I-8/8' LONG, 18/64. HEAD, OR GYPSUM BOARD NAIL 006110 P14,1-1/8' LONG, 8/32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 $�' CEILING EITHER DIRECTION 16 1 12 19 GAGE, 1-6/6' LONG, 19/64' HE1APs 0.16961 DiA,1-3/8' LONG, ANNULAR.. RINGED, OR 6d COOLER NAIL, 0092' DIA, 1-1/6' LONG, V4' HEAD, OR GYPSUM BOARD NAIL `O I0' PIA. 1-1/8' LONG. IS/64' HEAP. GEILMG PERPENDICULAR 24 1 12 TYPE X At GARAGE cJ.G HABITABLE ROOMS PERPENDICULAR 24 6 6 S18c.Rk'WSSHSHALLL CCiod COOAIMPPLLY UMTH�SEECCTION EQUIVALENT SCREWS. WALL EITHER DIRECTION 24 8 12 13 GAGE, 1-1:40' LONG,'ie/64' HE ADs;01PJ9b' DIA„ 1-3/8' LONG, ANN1LAR- RiNIGED, OR 6d COOLER NAIL, 0.082' DIA, 1-1/191 LONG,1/4' HEAD, OR GYPSUM BOARD NAIL 0031/31 DIA. " 1-1V8' LONG. 19/64' HEAD. WALL EITHER DIRECTION 16 8 16 APPLICATION WITH ADHESIVE 3/6'CEILING PERPENDICULAR 16 16 IS SAME AS ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS. WALL EITI-ER DIRECTION 16 16 24 1/2' OR 5/8' CEILING EITHER DIRECTION 16 lb 16SAME CEILING PERPENDICULAR 24 12 6 AS ABOVE FOR 1/2' AND 8/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, REWEc iVELY. WALL EITHER DIRECTION 24 lb 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BASE PLY NAILED AS ABOVE FOR l' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, FACE PLY INSTALLED WITH ADHESIVE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OP THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 04 COMMON (0.131' DIA., 2-1/2' LENGTH), 8d BOX (0.113' DiA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) l00 BOX (0.128' DiA., 3' LENGTH), I6d COMMON (0.162' DIA, 3-1/2' LONG), 16d SiNKER (0.148 DIA, 3-1/4' LONG) 5c1 COOLER (0.086'' DIA., 1-5/8' LONG ), 6c1 COOLER (0.092' DIA., 1-1/8' 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 APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF '2 - Fb=850 psi, Fv=15 pai, Fc=1300 psi, E=I200000ps1 I -IF +'2 - Fb■850 pet, Fv■15 per, Fos 1300 pal, E■1200000pa1 1 8Ct 4X 6X OR LARGER DF -L'2 - Fb■900 per, Fv■95 par, Fc=1350 per, E.1600000pei DF -L '2 - Fb=815 pai, Fv■85 pet, Fc■600 psi, E■1300000pei STUDS I -IF V - Fb=850 pal, Fv■15 pet, Fc=1300 psi, E=1200000pe1 I -IF *2 - Fb=850 psi, Fv■15 psi, Fcs1300 pai, E■1200000pet 2X4 2X6 OR LARGER POSTS, ., I-IF'2 - Fb■900 par, Fv■95 pat, Fc■1350 pai, E■1600000pat I -IF *2 - 1:12=900 pet, Fv■95 psi, Fc=1350 psi, E■1600000ps1 DF -L 'I - Fb■100 pei, Fv■85 pet, Fc=415 psi, E■1300000pei DF -L '2 - Fb=100 psi, Fv■85 pei, Fc=415 pei, Es1300000pai 4X4 4X6 OR LARGER 6X6 OR LAMER 6X6 OR LARGER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 042018 City of Tukwila BUILDING DIVISION GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS t 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Flo • 2,400 PSI, Fv = 165 PSI, Fc • 650 PSI (PERPENDICULAR), E • 1,800,000 PSi. 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: FID • 2,900 PSI, Fv • 290 PSI, Fe • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. SEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Flo • 2,600 PSI, Fv • 285 PSI, 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 DEAD LOADS AS STATED iN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' OC. e PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' TIG RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL SE 8d COMMON AT 6' OC. 0 PANEL EDGES AND 12' OC. IN FIELD. SPAN INDEX SHALL SE 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 BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENiNGS IN SUCH A MANNER AS TO BE LEAKPROOF, DOP, 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. B. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. v • • in® it 8iGt7_ICF{t8 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 8310 -EMERGENCY ESCAPE I RESCUE OPENINGS 8.310.1 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 SLEEPING 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 TOA YARD OR COURT THAT OPENS TOA PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MN. 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 GRADE, IT SHALL BE PROVIDED WITH A WiNDOW DELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE INSTALLED iN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 83084 1. GLAZING IN DOORS - SIDE WINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLD' DOOR ASSEMBLIES PER IRC SECTION 83084.1. 2. GLAZING ADJACENT TO DOORS - PANELS WITHIN 24' OF EITHER SiDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION 830842. 3. GLAZING IN WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT, THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR, THE TOP EDGE iS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 830843. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 8308.44. 5. GLAZING iN WET SURFACES WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT 'PUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 83084.5. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R3084.6. S. 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 IRC SECTION 'R308.4.1. 11424 AND MIS - Ori 8.302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTIONS 8302.10.1 THROUGH R302.I0.8. 8302.10.1 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: 1 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 IS INSTALLED IN. SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT iS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION 8302.103, 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 S1022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION 8316. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 884 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION 8302.10.1 WHERE TESTED IN ACCORDANCE WITH CANAILC 51022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC S102.2, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS 8302.10.1 AND 8302.103. 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 .CPSC 16 CFR, PARTS 1209 AND 1404. 8302.10.1 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 8302.10.5 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WiTH ASTM 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, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR ii VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6,1, 8, AND MARINE 4. EXCEPTIONS: I. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. 8102.1.1 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 iRETARDER 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. R102.13 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 BE PERMITTED. 1. ViNYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED IN TABLE R1033(i). . 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE R1038A. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE SECTIONS R402.4.1 THROUGH R402.4.4. . R4024.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGES PER HOUR GTI • 4101�...� WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AIR POSTING OF CERTIFICATE WSEC R401.3 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN. THE SPACE 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 (SHGC) 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 TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-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 BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. PUCt LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH. WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE. RATES SPECIFIED IN 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. IDUILDiNG AIR LEAKAGE TESTING 2015 WSEC SEC. 84024 THE BUILDING THERMAL ENVELOPE SHALL SE CONSTRUCTED TO LIMiT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 84024.1 THROUGH R402.4.4. WYTEes RODENT PROOFING 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS. SHALL BE DESIGNED AND INSTALLED SO THAT. NO OPENING EXCEEDS 112 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 BY 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. 312.12.3 TUB WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAW.. 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 V2 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) TO 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. WUSEC 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 8303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 83038 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. ��rr����� PRILLi• Sall' mos PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD iN AN EXTERIOR WALL OR BEARING PARTITION SHALL. BE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF. ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO 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 4b 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 BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(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 R602.6.1 WHEN PiPiNG OR DUCTWORK IS 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 1-1/2' 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 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE 8602.6.1, EXCEPTION: Tukwila,WA RECEIVEC MAR 2 7 2010 TUKWILA PUBLIC WORD bo 0 • • mi (4 ta U 0 U RECEIVED CITY OF TUKWILA MAR 21 2018 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: L2.2536.2L Date: 2015 N.1 RECEIVED CITY OF TUKWILA VAR 21 2013 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 shouldnot be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 VENT LAT ON Eal...i ENTS ROOF ATTIC VENTILATION INTEGRATEE, 24 SEC. MI501 I•�• Y IV * I I Il... I ION CALCULATIONS Q�I !LAT �, I-}- IV I MCIUNICAL MI501.4.I LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM HEATINGEQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND FAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, INSTALLED t0 LISTEDSPECIFICATIONS. OR SIMILAR ROOMS AND 100 oft NO WARM -AIR FURNACES SHALL SE INSTALLED IN A ROOM USED OR DESIGNED TO SE USED AS A BEDROOM, FLOW RATINGS SHALL SE DETERMINED BATHROOM, CLOSET IN ENCLOSED SPACE EXCEPTION: WHERE A RANGE AT 0.25 INCHES AS PER HOOD OR DOWN WATER GAUGE FOR KITCHENS. MANUFACTURERS' WI 916 (APRIL 1995) OR AMCA 210. DRAFT EXHAUST FAN IS USED t0 SATISFY FAN THE OR ANY WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FUS, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQUIREMENTS LIQUEFIED PETROLEi.M GAS -BURNING G APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SiMILAR SHALL NOT BE LESS THAN 100 LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN ST CONTROLS EXHAUST XHAU" AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN SWITCHEMI50TtF2 LOCAL DE XHAUSTATS, TIMERS, APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED N A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONiROLS SHALL SE READILY 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. T = :- « 3.3(1) FOR KITCHENS, cnn AT 0.10 LOCAL EXHAUST OR OTHER ACCESSIBLE. T • THE RANGE HOOD OR DOWN DRAFT INCHES WATER GAUGE. SYSTEMS SHALL BE CONTROLLED APPROVED MEANS. LOCAL EXHAUST EXHAUST BY MANUAL SYSTEM i 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) WIN THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED AttiCS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH 1e8' MIN. 4 144' MAX.VENT OPENiNGg, F EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE REE FLOW OF AIR (MN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING e 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, TOA POINT 6 VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED INSULATION, 412' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) UPPER ROOF: (AREA i) TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING UNIT SHALL i .i„IMI $.�. EM 'R PLali RATE ( T t BE PROVIDED WITH At LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 40311 DWELL iNC NUMBER OF BEDROOMS VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 5 GAS VENT OR TYPE SW GAS VENT SHALL BE UNiT FLOOR AREA(SF.) 0-1 2-3 4-5 6-1 >1 INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE AIRFLOW IN CFM CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POiNT WHERE THE VENT `1,500 30 45 60 15 90 PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. 1,501-3,000 45 60 15 90 105 i,419 SQ. Ft. OF ATTIC AREA/300 ■ 4.93 SQ. FT. NOTE: UPPER ROOF VENTING PROVIDED BY '1'x10' UTILITY ROOM NOtES1MAKE UP AIR: 3001-4,500 60 15 90 105 120 OF VENTILATION REQUIRED (110 SQ. INCHES) UPPER VENTS . 355 Sq. in. (8 AF50 VENTS) NOTE: 02.4 AF50 ROOF VENTS. (50 $ IN. PER VENT) EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER 1. 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 TAG SHALL 4,501-6,000 IS 90 105 120 135 LOWER VENTS ■ 355 Sq. In. 'BIRD HOLES' PER EAVE BLOCK 30 EAVE VENTS x 12' PER BLOCK ■ 360 Sq. In. (4)-21/8' DIA HOLES s 14.16 Sq. In. w/O MESH NRA w/ MESH 0 12' Sq. In. PER BLOCK LOUR ROOF - GARAGE: (AREA 2) OR BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 6,000-1,500 SO 105 120 135 150 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CPM SHALL SE PROVIDED WITH MAKE UP AiR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 >1,500 105 120 135 150 165 42 SQ. Ft. OF ATTIC AREA/300 Q .14 SQ. F1: 42OF Ft 2 .1 NOTE UPPER ROOF VENTING PROVIDED BY SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. 1' • - 33110) I L� REQREA/seo (210 INCHES) EAVE VENTILATIONENTS = 12 In. CAR -A -VENT ROOF -2 -WALL VENTi (S5 SQ. IN. PER LINEAL FTS Sq. 1 EAVE VENTS x 12' PER BLOCK . 12 In. UPPER VENTS s 30 Sq. In. (CONT. ROOF -2 -WALL VENT) 5.5 SQ. iN. X 2 LF(TRUSS BAY): iT SQ. IN. PER TRUSS SAY 12 SQ. IN. REQUIRED/ 11 SQ. IN: 1 BAYS 1-0WER ROOF - GARAGE: (AREA 3) /' • 100 INCH TRANSFER GRILL PER IRC G24394 (614b) Ti Pim • - -- `= I Ti BYr C. A=- f RUN-TIME % IN EACH 4 -HOUR SEGMENT 25% 33% 50% 66% 15% 100% AS AMENDED BY WASHINGTON STATE FACTOR 4 3 2 15 13 1.0 MI501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WiTH THIS SECTION. T ` = ',� A FIN Mail I : LOCAL EXWAIJOT RA126 • I _ ILY 01..11Vise 26 SQ. Ft. OF ATTIC AREA/300 ■ DS SO. Ft. NOTE: UPPER ROOF VENTNG PROVIDED BY M15012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE OF VENTILATION REQUIRED (13 SQ. INCHES) COR -A -VENT ROOF -2 -WALL VENC EAVE VENTS = 1 Sq. In. (85 SQ N. PER LINEAL FT.) 1 EAVE VENTS x 12' PER BLOCK - 12 Sq. In. UPPER VENTS = 30 Sq. In. (CONT. ROOF -2 -WALL VENT) 85 SQ. IN. X 2 LF(TRUSS BAY): ii SQ. IN. PER TRUSS BAY 1 SQ. IN. REQUIRED/ IT SQ. IN: 1 BAYS RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DUELLING UNIT AND SHALL SE EXHAUSTED DIRECTLY TO AREA TO BE EXHAUSi'i=D EXHAUST RATES THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. 1115013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS KITCHENS 100 cfm iNTERMITtENt OR 25 cfm CONTINUOUS SHALL BE DESIGNED iN ACCORDANCE WITH SECTIONS M15013.1 THROUGH MI50133. M15013.1 SYSTEM DESIGN EACH DUELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WiTH A VENTILATION SYSTEM BATHROOMS -TOILET RMS LAUNDRY ROOMS MECHANICAL EXHAUST CAPACITY OF COMPLYING WITH SECTION MI5013A, M15013.5, MI5013.6 OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE NTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. INDOOR SWIMMING POOLS 4 SPAS 50 cfm INTERMITTENT OR 20 cfm CONTINUOUS 54'-01(25 EAVE VENTS) M150132 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 SE PROVIDED TO THE 208 Y cme cawruors OCCUPANT BY THE INSTALLER OF THE SYSTEM. i / 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL SE CONTROLLED BY MANUAL SWITCHES, 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c me 3.5 CREDITS) 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 la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOWING 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL MODIFICATIONS: COMPLY WITH THE FOLLOWING: - VERTICAL FENESTRATION 11:025 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. -FLOOR R-38 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR -SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. -BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE OR TYPE OF CONTROL TIMER INSTALLED. -COMPLIANCE BASED ON SECTION R402.1.4: REDUCE THE TOTAL UA BY 5%, 5A THE INTEIRMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) OF EVERY FOUR - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 929 CLOCK TIMER. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY 5.6 THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND 5. i 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 THE MINIMUM EQUIPMENT EFFICIENCY. SIZING. 5e -EFFICIENT WATER HEATING (0.5 CREDIT) 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' - ALL SHOWERHEAD AND KiTCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. MI50132.1 OPERATING NSTRUCTIMS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATIi - ® ® ® ® ® ® ® (AREA 1) 5 ,,'(2 EAVE VENT` '-6' 3 EAVE NT / �-- -COR-A-VENT CONTINUOUS OU COR- ►VENC CONTINUOUS ROOF -2 -WALL VENT. ROOF -2 -WALL VENT. PROVIDES 85 SQ. IN. NET PROVIDES 5.5 SQ. IN. NET FREE VENTILATION AREA FREE VENTILATION AREA PER LINEAL FOOT. PER LINEAL FOOT. (CUT 1' WiDE CLEAR SLOT (CUT 1' WIDE CLEAR SLOT IN RGA DECK At OR IN ROOF DECK AT OR NEAR THE TOP.) NEAR THE TOP.) NEAR ALL OCHER LAVATORY FAUCETS SHALL BE RATED At 1.0 GPM OR LESS. INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY M150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDETHE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY F,4UCEtS. OUTDOOR AIR TO EACH DUELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE M150133(1). 5c - EFFICIENT WATER HEATING (1.5 CREDITS) EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR - GAS, PROPANE OR OiL WATER HEATER WITH MINIMUM EF OF 091 SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE Mi50133(1) IS MULTIPLIED BY THE FACTOR OR DETERMINED iN ACCORDANCE WiTH TABLE M150133(2). - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS 11150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THiS SECTION ESTABLISHES OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR (SRCC) ANNUAL PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SYSTEMS SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. OR MI5013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PUMP WATER HEATER WITH. MINIMUM EF OF 2.0 AND MEETING THE SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED-AiR STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE WATER HEATERS FORCED-AiR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR TO QUALIFY TO CLAIM THiS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT OF THE FORCED-AiR SYSTEM, ATA POINT WITHIN 4 Ft UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE CONTROL AUTOMATIC VENTILATION AS SPECIFIED IN SECTION MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTiNG WITH A FLOW HOOD OR A FLOW MEASURING STATION. 1/150/352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED REVIEWED FOR CODE COMPLIANCE TO A MINIMUM OF R-4. ... 1115013.53 OUTDOOR AIR INLETS., INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY IPPR®VE® LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE ‘%., "* FOLLOWING AREAS:JUN 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3Ft ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. O 4 T 018 . Ci Of Tukwila City BUILDING DIVISION 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 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING 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 MI5014. BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 RECEIVED CITY OF TUKWILA VAR 21 2013 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 shouldnot be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: Date: N-2 SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER TYP PER SIDE IF SITE REQUIRES Zito CD 1 1 1 1 I 1 1 1 WEATHER RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIDING 6SM TRIM FLASHING WITH 3" MIN. VERTICAL LE6 HORIZONTAL WOOD TRIM HORIZ. TRIM AT SHEATHING/WOOD STUDS N.T.S. ROOF N.C.S. 2x6 EXTERIOR WALL 1/16'. PLY OR 058 SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SI4EETMETAL FLASHING, TYP.. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 058 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN TO UJALL PLASI-I INCA T I L wilmw wn % ,A \\\\\� M_ \\\\\\ ' ` MOM \\\\\\\\\ SII\\\\\\\ I - L\\\11_ RIGHT (SOUTH) ROOF DRIP EDGES PER SEC. R5052.6.5PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2'. OVERLAP 4il!h.ATIMMEMMUMAit,*- Aisisuumamosraki,:tea11111111111111111111111111111 MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 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 8E INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 3.3C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED 8Y TI -IE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH. A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SI-4ALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.6.3. 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. te immimmiminm mom \\\ELINENEEm\\\\\\�\\\\ �\__ MEL\I INIIIIIIMME111=111111M1 � \\\ k\ '`11 11111111F%— NM C REAR ELEVATION (EAST) va•,rc• COMP ROOF DECO -BRACE 5%4x8 BARGE WI 1X3 RAKE TRIM CONT. OUTTER IIII II II SHAKE SIDING 5/4x6 WINDOW , DOOR 4 CORNER TRIM 0 FRONT 5/4x4 CORNER BD'S 0 SIDES AND REAR 6" EXP. HORIZ. SIDING 5/4x10 BAND YV/ PLASHING 4 2X3 CAP TO SLOPE AWAY FROM FOUNDATION A MIN. . OP '6" WITHIN THE FIRST 10' FRONT LVATION (WEST) HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET ADDRESS N UMBER THE BE MINN.. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 STONE ) 5/4x8 BAND BD. ATOP SLAB 0 FRONT 4 REAR PORCHES W/ FLASHING LEFT ELEVATION (NORTH) REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION 2 4`oi o $ n .0 as zA 16. M Ea RECEIVED CITY OF TUKWILA MAR : 21 2333 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: L2 -2536-2L Date: 3-14-18 1 1 i \ wilmw wn % ,A \\\\\� M_ \\\\\\ ' ` MOM \\\\\\\\\ SII\\\\\\\ I - L\\\11_ RIGHT (SOUTH) ROOF DRIP EDGES PER SEC. R5052.6.5PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2'. OVERLAP 4il!h.ATIMMEMMUMAit,*- Aisisuumamosraki,:tea11111111111111111111111111111 MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 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 8E INSTALLED IN ACCORDANCE WITH SECTION R103.1.1, ARTICLE 3.3C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAT ARE SUPPORTED 8Y TI -IE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH. A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31/2 INCHES SI-4ALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R103.6.3. 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. te immimmiminm mom \\\ELINENEEm\\\\\\�\\\\ �\__ MEL\I INIIIIIIMME111=111111M1 � \\\ k\ '`11 11111111F%— NM C REAR ELEVATION (EAST) va•,rc• COMP ROOF DECO -BRACE 5%4x8 BARGE WI 1X3 RAKE TRIM CONT. OUTTER IIII II II SHAKE SIDING 5/4x6 WINDOW , DOOR 4 CORNER TRIM 0 FRONT 5/4x4 CORNER BD'S 0 SIDES AND REAR 6" EXP. HORIZ. SIDING 5/4x10 BAND YV/ PLASHING 4 2X3 CAP TO SLOPE AWAY FROM FOUNDATION A MIN. . OP '6" WITHIN THE FIRST 10' FRONT LVATION (WEST) HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET ADDRESS N UMBER THE BE MINN.. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 STONE ) 5/4x8 BAND BD. ATOP SLAB 0 FRONT 4 REAR PORCHES W/ FLASHING LEFT ELEVATION (NORTH) REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION 2 4`oi o $ n .0 as zA 16. M Ea RECEIVED CITY OF TUKWILA MAR : 21 2333 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: L2 -2536-2L Date: 3-14-18 1 INDIVIDUAL SHOWER AND TUB -SHOWER COMBINATION CONTROL VALVES PER 2015 UPC 405.3 SHOWERS AND TUB -SHOWER COMBINATIONS SHALL BE PROVIDED WITH INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE, THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC MIXING VALVE TYPE THAT PROVIDE SCALD AND THERMAL SHOCK PROTECTION FOR THE RATED. FLOW RATE OF THE INSTALLED SHOWERHEAD. THESE VALVES SHALL BE INSTALLED AT THE POINT OF USE AND IN ACCORDANCE WITH ASSE 1016 OR ASME 112.16.1/CS 8125.1 LIMITATION OF HOT WATER IN BATHTUBS AND WHIRLPOOL BATHTUBS PER 2015 UPC 409.5 THE MAXIMUM HOT WATER TEMPERATURE DISCHARGING FROM THE BATHTUB AND WHIRLPOOL BATHTUB FILLER SHALL BE LIMITED TO 120'F BY A DEVICE THAT IS IN ACCORDANCE WITH ASSE 1010 OR CSA 81253. THE WATER HEATER THERMOSTAT SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION. INTERIOR STAIRWAY ILLUMINATION PER SEC R3031 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER PROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. U -IDLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 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 SE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. esk m 54'-0' 11'-6' 5'-0' 2'-4 12'-2' 16'-6' 6'-0' 4/0X4/0 XO 5'-6' • EF. BEDROOM-4LAYROOM SCG. 5'-0' BATH 5' CLG. IO BEDROOM -2 S.D. 8' CLG. 110V 0 S.D. ‘'\"\\\‘\\..k14..„,ra 6'-8' n` T UP14R r 4'-0' 3'-1 2,-0u as' • 3'- 61-6' • 6'-6' 12'-1I ' 2'-6'2'-6' / 5'-0' • • • 6'-2' 21'-0' I4'- r D1:\\pSI1 . 36' GUARD RAIL R I.R.C. TYP. OPEN TO BELOW SG. W.I.C. 8' CLG. I I SLIP. I Lint- _ N a .t 3'-9' MASTER BEDROOM 8' CLG. 5'-3' 1'-5 n N 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 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN IS' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R314.3 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. MSTR BATH 8' CLG. 50 CFM 60' 6' 5/0X1/0 FX 5'-0' 5'-0' Pg 1-4 ni 1 541-0' X MitlX\I UPPER �_ ' �► j I/4� 61-11' 3= 'x36' MIN. 4 ONC. L • : ING 5'-0' 4'-1 4/0X6/0 XO 4/0 6/0 XO 4'-0' 16'-6' -84' S.G. ' MIN. SOLID CORE SELF CLOSING DOOR WOOD,STEEL OR 20 MIN. RATED WALL MOUNTED RINNAI RL151 NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR. 0.96 GARAGE USE 1/2' TYPE 'X' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' TYPE 'X' GWB M NO DUCT OPENINGS IN GARAGE. SJG. COVERED PORCH CONC. 8/0X6/0 XOX DINING ROOM CLG. A d) Mt DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x 8/0 O.H. DOOR 16'-3' RO. KITCHEN 9' CLG. 1'-5i' METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR D.V. GREAT ROOM 9' CLG. \\\\\\\\\ 'F 5'-9' 6'-1' 4'-2' 42' HALF WALL W/ WOOD CAP ER ECTAIR 6A, T1 N 8302.1 cA 36' GUARD RAID R I.R.C. TYP. UP 16R I SG ENTRY 9' CLG. /0 FX 50 CFM PWDR. CLG. Q% VAtk SG SG \\\\\\\\\\V' 17 BLUE 18 AWG TRACER WIRE REQUIRED AT NON- 2'-6' METAL WATER SERVICE PIPING PER UPC 604.9 16'-0' 2'-6' OVERED PORCH CONC. 2/6X5/0 CS SEE UPPER FLOOR FOR WINDOW SIZE 5'-0' 5'-0' 1'- 2'-1 21'-0' 10'-0' 6'-6' 2'-1' 4'-3' / • '-6' 5'-9' 2/6X5/0 CSMT 2'-6'/ 6'-9' 12'-6' 4'-0' N y• x 711 Mt 0 r • 10. 11. 12. 13. 14. 15. 16. 11. 18. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 042018 ■SMOKE ALARM -CARSON MONOXIDE COMBO. PROVIDE CARBON MONOXIDE ALARMS PER SEC. R315 AN APPROVED CARBON MONOXIDE ALARM SHALL B • IN-, LED ON EACH FLOOR 4 OUTSIDE OF v EEPING AREA IN THE IMMEDIATE VICINITY THE BEDROOMS. PER 2015 IRC .4 WA. STATE AMENDMENTS SEC 8315: INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC 840353. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R -S PER WSEC 84033.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 530352. 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 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH 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 MEMBERLESS THAN 4 INCHES BELOW THE TOP FRAMING ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES WHOLE HOUSE VENTILATION 24 145 TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) DRYER DUCT SPECIFIED LENGTH PER SEC M1502,45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(I0.66Smm) 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 M1502.45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE 8402.4.1.1. City of Tukwila UTILITY ROOM NOTES/MAKE UP AIR: BUILDING DIVISION PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. 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 APPS. MEANS. 100 SQ INCH TRANSFER GRILL LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (83113.1) 54'-0' MAIN FLOOR PLAN MAIN FLOOR PLAN MAIN FLOOR: 825 SQ. FT. UPPER FLOOR: 13641 SQ. FT. ATTIC ROOM: 342 SQ. FT. TOTAL: 2536 SQ. FT. G?cR?kCZE: 483 SQ. FT. a 0 aleg M E Li ,12 z M N Ea r. RECEIVED CITY OF TUKWILA MAR 21 2QU 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: L2 -2536-2L Date: 3-14-18 r - Y 511 15 GLIB LSTA24-EM TO /--TOP PLATE 51/2'x12 GLI 111/10 ^rs) 3re 134'X11-'' II '� 1/ .1' 1 1 1 . i 4 FOUNDATION AT PATIO \ � 8 LVL One o rIP 31A X13 GL 3 SOLID SLOCKNCs IMO 51'2'X13.5 GLS J i EEARINGs WALL 4X1 0 4x12 V 4X10 MOM = ARING WALL CANTILEVER 1 UPPER FLOOR FR,4MING PLAN 1 04.4 S2.0 1 3-1/2 X11-16' LVL NEM 4><5 1121.1 CANTILEVER WHO 4XS 6X6 P.T. POST W/ EPCZ CAP 4 EASE As C ,CANTILEVER 4' CONC. SLAB PRE VENT WOOL, TO CONC. CONTACT W/ CONT. FLASHING O. APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 18' O.C. FOUNT I ON F'L.N 1/4°=11_O" STI -41, EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF LSTHD OR LSTHD/RJ IS APPROPRIATE. 12' MINIMUM AWAY FROM I4OLPOILNS 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. HE CONT. DEL. TOP PLATE R -IO RI6117 INSULATION e EXTERIOR SIDE OP N ANLL (SHADED AREA) 4X HEADER - KIN& STUD EXTERIOR PLYWOOD TRIMMER NTS ) N 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. 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.) FOUNDATION NOTES: I. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL ^'2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA..x 5' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO EE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. . 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, EY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 1S'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL EE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO. THE INSULATION ON THE SURROUNDING SURFACES. . S. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R400. *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, INDICATES 'SIMPSON' HOLDDOUR SEE SIHEARWALL SCHEDULE FOR ANCHOR EOLT SIZE 4 SPACING (8I -IT 51.0) Dfc-oog) USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D. 525/150 . 5.50 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 9 VENTS FRE Q' RECEIVED CITY OF TUKWILA MAR 21 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: L2 -2536-2L Date: 3-14-18 3 21'-0' 16'-6' / 16 r , ,\ 6'-2' ® © / 6 6UJ/ PT -,#ST \ / CONC. MIN..6 X36 STOOP ® ® \ 04w '.,° 0'x12' ����\1/4\., , =.. FTG. w/(24 E.W. • `� .. �_ . � 5'_91' \\��\ \\OVER 4' CONC. SLAB °� ,,� 10 HF2 JST. c 16' O.0 -38 HIGH DENSITY ' 4 FOR 3 0 DR "in �` \ 6 \SAND ^Y , -..*4:4 4' COMPACT AND GRAVEL L1-'1 1 I EASE \\1/4_ 51• Si' s:,'_9 5'_0 ' 5'_9 ' ' in �� 1 'TYP.) 4XI0 �i. - -0'� 4 6 -5' MIL THROUGHOUT LAP CI^•4uJL$PA�CE p A N S2.1 o SAN tIONC.5 i 1rcGRA �� GRA , SL' _ L ;/ j 52.1 p I et 0 �/ISGUEEN SPLICES 4'-5' VAPOR BARRIER p /\ , \\ — \ \\\\\ \ , $ 3 � �p\� � � �- a, fa D13L. C RAW_SPACE ! i 14'. (SLACK) 4.11° 5'- 5I-°' 3'-1' 3 -0' 4' 6�1' j r 4X10 T ► 1- �-� - tt . 18 ACCE. J L -1 Q1 Ll ` Q — 2X10 I -1F2 JST. C 16' O.G. W/ R-38 HIGH DENSITY INSULATION \ / / \ 30'X301XS' I I N 52.1 J1/ (2)1,4 E.W. A Q 4 yb �� _____,<, 16'-3' R.O. _ S2.1 `l. ♦ ♦ ° y Zy y ��ro 7 -11 I L � --— N 4 BARS♦ ;� P (TYP. OF 2) — s 0 15' o 1 I iii I 1 1 i 1 1 4 CONC. SLAB 1 . tid �° �° ♦ L -J 4x4 P.T. POSTL IA W/ PE BASE ON 24'x24'x12' A ��AI � 1I SAND AND GRAVEL EASE''' 1--- - ``� , - - - II /3Xh ♦ 4x4 pl.. POST '_♦ ♦ ♦ ♦ FTG. ♦ CONCRETE W/ (2) "4 E.I.U.,��0� —W/ ON2� EASE CONCRETE �t4S2, 2'-4i'16'-3' ti j 21- / (2 PLACES) , 21'-0'/ 10'-0' / 6'-6' I2'-6' 4 ^ro v.Ga 54'-0'`"" / f 4' CONC. SLAB PRE VENT WOOL, TO CONC. CONTACT W/ CONT. FLASHING O. APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 18' O.C. FOUNT I ON F'L.N 1/4°=11_O" STI -41, EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF LSTHD OR LSTHD/RJ IS APPROPRIATE. 12' MINIMUM AWAY FROM I4OLPOILNS 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. HE CONT. DEL. TOP PLATE R -IO RI6117 INSULATION e EXTERIOR SIDE OP N ANLL (SHADED AREA) 4X HEADER - KIN& STUD EXTERIOR PLYWOOD TRIMMER NTS ) N 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. 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.) FOUNDATION NOTES: I. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL ^'2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA..x 5' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO EE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. . 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, EY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 1S'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL EE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO. THE INSULATION ON THE SURROUNDING SURFACES. . S. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R400. *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, INDICATES 'SIMPSON' HOLDDOUR SEE SIHEARWALL SCHEDULE FOR ANCHOR EOLT SIZE 4 SPACING (8I -IT 51.0) Dfc-oog) USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D. 525/150 . 5.50 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 9 VENTS FRE Q' RECEIVED CITY OF TUKWILA MAR 21 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: L2 -2536-2L Date: 3-14-18 3 ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 OF °2 UNLESS NOTED OTI4ERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/ R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- 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' PER IRC SEC 801.1 • ACCESS HATCHES OR DOORS SHALL Eg LPPED INSULNTED SEUIIVVAENT TOHHE INSULATIONON SURROUNDING SURFACES S. PROVIDE ATTIC VENTILATION PER IRC SECTION 8806. ALL FRAMING TO COMPLY WITH IRC SECTION 8802. 6. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WI -ERE THE ROOF OVERHANG IS 5' OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE302.0(1). 1. `q REFER TO SHEAR WALL SCHED. ROOF OVERFRAME NOTES: IRC SEC 83023 1. RAFTERS SHALL BE FRAMED TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OP THE RAFTER. (PULL COVERAGE AT RIDGE, HIPS AND VALLEYS) CONT. DBL. TOP PLATE R -IO RI6IP INSULATION ® EXTERIOR SIDE OP WALL (SHADED AREA) I<IN& STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS \A/ 4X12 0 9 v e d) jrO N r 0 wcm 12 SIM. ICAL PL BUIa INTO MFG. SEE TRUSS SPECS FOR 4% EFF .FUR'N. MAX BTUMR 41,668 IN. `PR,IRC --OVID E 22'X3 L TT E: MCSV -74 S ETAIL I '4E0 r9 -ITS2( -GI TO TOP - Amon® .. :n :-2_ MIIIIIIMMI Aik 1111111=111111111111111111111E I= .. N MANF. ATTIC 24' 0.C. 0 12 -- a ---• -----6 HUC410 0 N � 0 \,------- `\ �� \\ t4k)C k �� � , \ N ���'� ,�liSi T929�-GIRD R env1 �` I .�„ � �1�� t0 TOP F _• E kW WAR.. Ilk PliWahli II 1111 61111111 II La mic..— Afti MANF. TR 24'0 SES m� ANF. TRUSSES ji ,im ' A2O.C. I /I = a Al rw®�s�►A� A ROOPLAN ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 506.1 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 Vis' MN. 4 14' MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MN.1' SPACE BETUBEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENNGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD SE 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, 412' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) SEE S1EET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS 52.0 52.0 SIM. 4 4X12 DBL. DBL HF2 FUR. 2X8 2 O:C DBL. STAIR OPENING DBL. F 9 GIRDER TRUSS • AT GROOM FLOOR FRAMING PLAN u I/4"_ 1'_O" u L 25'-0' 4'-0' wvvvvvvvvvvvvvvwvvvvvv.�yv vyvvvvvvv",,vvvvvvvvvv v 6' HALF WALL W/ CAP SLOPED CEILING 36' HALF WALL W/ CAP DN 14 R SLOP'ED CEILING PLAYROOM 5' CLG. 25' f L • 4'-m' ATTIC ROOM FLOOR PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION DO g RECEIVED CITY OF TUKWILA AR 21 2013 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: L2-2536 2L Date: 3-14-18 4 2x6 +2 DF STUDS e 161 0.0. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16c1 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 HORIZ. AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. $18' TYPE 'X' GWS APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED 1111)' CUP -HEAD DRYWALL NAILS W/.0.315' SHANK DIA 4 14' HEAD DIA. SPACED 8' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS 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 COUMPOUND OVER WALLBOARD JOINTS. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD )(6' LP® FLAMEBLOCK6 FIRE -RATED OS13 SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 LU/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6c1 COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' O.0 IN THE FIELD. 5112 THICK NOMINAL 3 PCF DENSITY UNPAGED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD 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. T1-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC -ES REPORT - ESR -1365) WALL TYPE 4.3.4 - II -IR EXTERIOR WALL ASSEMBLY MIN. 6xe6 PT POST 7{6' LP® FLAMEBLOCKG FIRE -RATED OSB SHEATHING OR $1e' TYPE 'X' GLUTS SHEATHING SIDING OR TRIM PER PLAN NO SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RN TO BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTIt JOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES MN. 36' HIGH WI CLEAR SPACE PER R312.1.1 AND 8312.1.2. HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRO R31L132.1 • SPIRAL STAIRS PROVIDE MIN 11/2' RLN a A POINT 12' FROM WHERE TREAD IS NARROU4:ST PER IRC R3111J0.1 4' SPHERE SHALL NOT PASS THROUGH 4 HANDRAILS WILL BE RETURNED OR SHALL TERMINATE IN NEUEL POST OR SAFETY TERMINALS PER IRC R31L182 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HHAND ,GRIP PORTION OF HANDRAILS ION OF IVs' MIN. 4 21 RCULAR CROSS EDGES SHALL HAVE A MIN. RADIUS OF 410. .C.1 . ALL REQUIRED GUARDRAILS TO BE 36' MN. IN WEIGHT UJ/ IN 36» OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL. NOT ALLOW A SPHERE 4 INCHES (1 0246) TO PASS TI4R000H. FER 8311.13 4 MI 1141 MAX AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE NO SCALE 2x5 FASCIA BOARD 2x STUDS PER PLAN �- X.' SHEATHING EXTERIOR WALL COVERING PER PLAN 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36',gMN. CONC P STUD NOTCHING AND BORING ▪ BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 HOUR .IR-SSISTIV TAILS ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL SE 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. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS a 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD ATTIC SPACE MANUF TRUSSES 24'O.C. SEE ROOF FRAMING PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 R-441 INSULATION COMPOSITI ON/ L - • w' • V.S� VIDE DRI IN. 2' O NO SCALE ' SPHERE UNABLE O PASS THROUGH OPENING BELOW STAIR INSTALL 14' GWB • CEILING, AND WALLS { (3) 2X12 STRINGERS FIRE ELOCKNG • MID -SPAN AND IN 61112 WALLS ALCM AND IN LEE WM4 STRINGERSP AREA WIDER 2x411 TIQI IST OLOCK STAIRS IS UfNSNED INTERIOR JOISTS PER PLAN DBL JST MTL12 HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS tEXPIRIOR NO SCALE AL STAIR DETAIL AND NOTES i . VEIN FELT \‘ 26�` X Pl.A` C, C IO 052.8.5 EAVES 4 GABLES 2x SCREENED EAVE VENT BLOCKS W/(4) 2118' HOLES EACH - PROVIDE APPROVED INSULATION. BAFFLE TO ENSURE 1' MIN. AIR SPACE. FLOOR Ca, STRUCTI • : 3/4' T4G LYWOOD SU= -FLR. GLUED 4 AILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) & EAT ?ROOM CYI :'17 PORCH R-30 INSULATION EJ Xi- t �I�DC a0 of 11.1 0 111 to u - CO N 6) x i- t X 2O Aa; III :Jr - X le 1" 4' CONC. SLAB ON COMPACT FILL W/THK'D EDGES. PROVIDE •4x18' REBAR DOWELS SLAB TO FNDN WALL TO PREVENT SETTLEMENT. PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED J SEE FLOOR FRAMING PLAN CRA IALSPACE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. SU I LI71 NG SECTIONC-29 3/8"= I' -O" r TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. 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 S. HORIZONTALLY AT. INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. . 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. 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. M REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 2 1 2013 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: L2 -2536-2L Date: 3-14-15 5 1. ,a MIN. 6xe6 PT POST 7{6' LP® FLAMEBLOCKG FIRE -RATED OSB SHEATHING OR $1e' TYPE 'X' GLUTS SHEATHING SIDING OR TRIM PER PLAN NO SCALE STAIR NOTES: PER IRC R3IL1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RN TO BE 10'. • MINIMUM HEAD HEIGHT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTIt JOUS HAND RAIL 34' TO 38' CFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES MN. 36' HIGH WI CLEAR SPACE PER R312.1.1 AND 8312.1.2. HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 11/4' NOR MORE THAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRO R31L132.1 • SPIRAL STAIRS PROVIDE MIN 11/2' RLN a A POINT 12' FROM WHERE TREAD IS NARROU4:ST PER IRC R3111J0.1 4' SPHERE SHALL NOT PASS THROUGH 4 HANDRAILS WILL BE RETURNED OR SHALL TERMINATE IN NEUEL POST OR SAFETY TERMINALS PER IRC R31L182 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR HHAND ,GRIP PORTION OF HANDRAILS ION OF IVs' MIN. 4 21 RCULAR CROSS EDGES SHALL HAVE A MIN. RADIUS OF 410. .C.1 . ALL REQUIRED GUARDRAILS TO BE 36' MN. IN WEIGHT UJ/ IN 36» OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL. NOT ALLOW A SPHERE 4 INCHES (1 0246) TO PASS TI4R000H. FER 8311.13 4 MI 1141 MAX AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE NO SCALE 2x5 FASCIA BOARD 2x STUDS PER PLAN �- X.' SHEATHING EXTERIOR WALL COVERING PER PLAN 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36',gMN. CONC P STUD NOTCHING AND BORING ▪ BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 HOUR .IR-SSISTIV TAILS ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL SE 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. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS a 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD ATTIC SPACE MANUF TRUSSES 24'O.C. SEE ROOF FRAMING PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 R-441 INSULATION COMPOSITI ON/ L - • w' • V.S� VIDE DRI IN. 2' O NO SCALE ' SPHERE UNABLE O PASS THROUGH OPENING BELOW STAIR INSTALL 14' GWB • CEILING, AND WALLS { (3) 2X12 STRINGERS FIRE ELOCKNG • MID -SPAN AND IN 61112 WALLS ALCM AND IN LEE WM4 STRINGERSP AREA WIDER 2x411 TIQI IST OLOCK STAIRS IS UfNSNED INTERIOR JOISTS PER PLAN DBL JST MTL12 HANGERS AT EA. STRINGER 3 2X12 P.T. STRINGERS tEXPIRIOR NO SCALE AL STAIR DETAIL AND NOTES i . VEIN FELT \‘ 26�` X Pl.A` C, C IO 052.8.5 EAVES 4 GABLES 2x SCREENED EAVE VENT BLOCKS W/(4) 2118' HOLES EACH - PROVIDE APPROVED INSULATION. BAFFLE TO ENSURE 1' MIN. AIR SPACE. FLOOR Ca, STRUCTI • : 3/4' T4G LYWOOD SU= -FLR. GLUED 4 AILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) & EAT ?ROOM CYI :'17 PORCH R-30 INSULATION EJ Xi- t �I�DC a0 of 11.1 0 111 to u - CO N 6) x i- t X 2O Aa; III :Jr - X le 1" 4' CONC. SLAB ON COMPACT FILL W/THK'D EDGES. PROVIDE •4x18' REBAR DOWELS SLAB TO FNDN WALL TO PREVENT SETTLEMENT. PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED J SEE FLOOR FRAMING PLAN CRA IALSPACE 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. SU I LI71 NG SECTIONC-29 3/8"= I' -O" r TIGHTL INE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11 4 302.12 1. 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 S. HORIZONTALLY AT. INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. . 3. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. 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. M REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 2 1 2013 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: L2 -2536-2L Date: 3-14-15 5 O O k / O O T INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL SE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 83038 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VTOS) 4 LIGHT COMBO SMOKE ALARM- CARB0N MONO. PET. iBACKUBATTERY CABLE T.V. JACK PHONE UNDER COUNTER. LIGHTS GAS OUTLET HOSE BIB EXT. FAN VTOS • O O 1I0V S.D. O 110V 00 S.D. A J T J lO 0 S.D. O CLG OUTLET O O / N 14 J O O O I I1 50 CFM E.F. UPPER FLOOR PLAN O O o, 0 2 0 I EP. I .#.9 miI Ilk 4 O O L_Q_J _L — _� \ r�\ J W.P. J o' • a / O O -H O O O -J I \ \ / / MAIN FLOOR PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 21 201a 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: L2-2536 2L Date: 3-14-1S 6 NEAL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON SLATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kzt = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY D 5e = 1.5 - IBC FIGURE 16133(1) 506 : 1.0, 1E = 1.0, R=6.5 Cb=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. 25 PSF (SNOW) 15 PSF 40 PSF (RESIDENTIAL) 10 PSF FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1-6"BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c : 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LE SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 412% *1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 112" ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON JOE SITE FOR BUILDING; INSPECTOR VERIFICATION. REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy = 60,000 PSI) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6° MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT 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 EARS 11/211 11/2" (S AND SMALLER) 2" (416 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DFo2 OR BETTER POSTS DFP2 OR BETTER 2x FRAMING HFo2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6 CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL EE 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 UNA. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL. HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Fb = 2,400 PSI) FOR SIMPLE SPANS AND 24F -V8 FOR. CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UNA. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARYER THAN lie" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL EE 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 EE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2g40 PSI, E : 1,900,000 PSI). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO.0S615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2 ". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS. MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d 9 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d e 8" OC. 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 to 6" O.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d e 12" OC. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR UNA. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL EE 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 V' RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT ALL SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12"O.C. AT INTERIOR SUPPORTS. APPLY z"RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT SUPPORTED EDGES AND Sd COMMON OR GALVANIZED SOX NAILS AT 12" 0.0. 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 WOW OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL EE 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 MATERIAL& FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO' THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SI—EAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1�2" CDX Sd 0 6° O.C. bis" 6 60" O.C. QaII : 230 PLF 06> OR OSB 1/2" CDX 8d 6 4" 0C. 6i$" e 32" 0.C. Qa I I : 350 PLF 5> OR OSB 1/2" CDX OR OSS Sd 3" OC. 543"" 16" OC. Qa II = 450 PLF USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS p 1/2" CDX OR OSB 8d e 2" O.C. 54" 0 16" 0.C. Qall = 600 PLF USE 3x STUDS AT ALL PANEL EDGES 4 STAGGER NAILS SEE DETAIL 12 / 52.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED"" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT TI -11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" OC. 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) HOLDOWNS AND OTHER FRAMING HARDWARE EY 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 TU.IO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 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 16d e 12" 0.C. STAGGERED. • • • • • Y•1 0 L HT820 - GIRDER TO TOP PLATE - UPPER FLOOR A = 1,369 SQ FT 14620 - GIRDER TO TOP PLATE A 141620 - GIRDER TO TOP PLATE 4 • LSTA24 - SEAM /TO TOP PLATE 51g x 12 GLS �4� v 4x12 MAIN FLOOR A : 825 SQ FT 4x10 4x10 \i NtK o (TYP. OP 2) LST -IIPRtSRI TO 3x SLOa(W MP. 2 PLACES) RECEIVED CITY OF TUKWILA AR 21 2010 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 042018 City of Tukwila BUILDING DIVISION .1.61:0 0 80 COPYRIGI-4T 2011, SEGA ENGINEERS ISSUE FOR PERMIT 0 0 c0 co SE 292nd Place (360) 886-1017 ot L 191 51 JOB 16-(dfD9 1 1/2" RATED SHEATHING Sd 66"0.C. 2x VENTED BLOCKING. END NAIL TO TRUSS e EACH END w/ (2) Sd. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING Hl FRAMING ANCHOR EACH TRUSS. USE 14104-2 AT DBL TRUSS. TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d e 6" OC. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION 52.0 SCALE: 1" ■ 1'-0" 1'2" RATED SHEATHING Sd 6 6" 0C. (4" 0.C. e 5IM) GABLE END TRUSS. DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6"O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR 514EAR WALL SCHEDULE. ill • i A35 6 48" 0.C. (USE 24" 0.C. AT SIN) 2x BRACE PER TRUSS SUPPLIER OR 6 48" O.C. SECURE w/ A34 EACH END. 2x FRAMING PER PLAN. (HEADER 6 SIN) ROOF FRAMING 6 .GABLE END SCALE: 1" • 1'-0" 1/2" RATED SHEATHING Sd 6 6" 0.C. (LENGTH OF TRUSS) A351- ,`' ANCHOR 6 24" OF . NSTALLING `AFTER ROOFING MATERIAL. 2x FRAMING PER PLAN NOTE: MAXIMUM LATERAL LOAD IN TRUSS, V =2,555 LBS. TRUSS PER PLAN. ADD TRUSS AS REQ'D. SHEATHING 4 NAILING PER PLAN. 3 ROOF FRAMING 6 SHEAR WALL S2.0 SCALE: r' • r-0" 1/2" RATED SHEATHING w/ Sd e 4" 0C. TO FRAMING TRUSS PER PLAN DBL 2x TOP PLATE. (BEAM AT SIN) NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR _MI'111■■1♦1♦1♦110 1 reu111111111111111>• 2x STUD (NOT e SIN) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: 1" . 1'-0" 112" RATED SHEATHING Sd 6 6" 0C.--� 1/2" RATED SHEATHING w/ 8d 6 4" O.C. EDGE NAILING Sde4"0C. 1/2" RATED SHEATHING MONO TRUSS PER PLAN LUS24 HANGER NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. GABLE END / GIRDER TRUSS LOUDER ROOF FRAMING 6 GABLE END 52.0 SCALE: 1" = 1'-0" 1/2" RATED SHEATHING PER PLAN Sd66"OC. 2x VENTED BLOCKING. END -NAIL w/ (2) 8d EACH END TO RAFTER . SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 2x RAFTER PER PLAN Hl FRAMING ANCHOR DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ I6d 6 8" O.C. STAGGERED ROOF FRAMING 6 RAFTER SCALE: 1" = I'-0" MSTC HOLDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING 2x FRAMING PER PLAN. (BEAM AT SIN) 16d 6 16" 0C. SOLE PLATE NAILING. SOLID RIM JOIST 34" SUBFLOOR (3) Sd JOIST -TO -TOP PLATE UNA. MAINTAIN MIN. 11/2" END DISTANCE. �s �II 1►1 111 JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0C. STAGGERED. TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" = I'-0" TJI BLOCKING 10d a 4" O.C. - STAGGER SIDES. NAIL THROUGH TOP SURFACE (DO NOT TOE -NAIL). SHEATHING 4 NAILING PER PLAN OR SCHEDULE. 8d g 4" 0C. 3/4" SUBFLOOR I -JOIST PER PLAN Tr's 2x FRAMING PER PLAN. (BEAM AT SIN.) FRAMING AT INTERIOR SHEAR WALL SCALE: 1" = 1'-0" 112" RATED SHEATHING 4 NAILING PER PLAN. 16d * 8" 0.C. SOLE PLATE NAILING. SOLID RIM JOIST 34" SUBFLOOR JOIST PER PLAN BEAM PER PLAN. SHEAR WALL FRAMING AT BEAM SCALE: I" • 11_011 SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN. I6d 6 8" 0.C. SOLE PLATE NAILING. SOLID RIM JOIST HUC HANGER AT HOLDOWN 8de6"0.G. 34" SUBFLOOR -'A JOIST PER PLAN. USE DBL OR 134" LVL AT HOLDOWN TJI BLOCKING w/ 10d 6 4" OC. - STAGGER SIDES. DO NOT TOE -NAIL. WEB STIFFENER PER JOIST SUPPLIER _2x FRAMED WALL (BEAM a SIN) FLOOR FRAMING 6 CANT. JOIST SCALE: 1" 0 11.011 DBL 2x TOP PLATE HDR PER PLAN. • • 1'-0"-- rRirMER STUD(8)—\ KING STUD—� LSTA STRAP PER PLAN (TVP. 2x SILL PLATE - 3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER (TYP) 1/2" RATED. SHEATHING 4 NAILING PER SCHEDULE. + 3x BLOCKING (TVP) SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" m I'-0" 0 09 a ca 22939 SE 292nd Place Sd64"0C. 3�4" SUBFLOOR I -JOIST PER PLAN CONTINUOUS LVL JOIST SHEATHING 4 NAILING PER PLAN OR SCHEDULE. A35 FRAMING ANCHOR 6 24" 0C. FRAMING AT INTERIOR SHEAR WALL SCALE: 1" = 1'-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE. CONTINUOUS RIM JOIST BEAM PER PLAN I6d 6 8" 0.C. SOLE PLATE NAILING. BLOCKING 34" SUBFLOOR �irio�ii ui�a� iosoiirririii� trairi Ir iiimmeammma JOIST PER PLAN. MSTC HOLDOWN PER PLAN BEYOND. FLOOR FRAMING AT SHEAR WALL SCALE: I" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION LSTA24 STRAP (FAR SIDE) 2x TOP PLATE HDR PER PLAN. 22" (MIN)' 10'-0" MAXIMUM + 4 ++ + NAIL SHEATHING TO HDR w/ 8d 6 3" O.C. EACH WAY. FASTEN TOP PLATE TO HEADER ++ w/ (2) ROWS 16d AT 3" O.C. TOP OF STEM WALL ` ELEV. VARIES STHD14 HOLDOWN UNO. 4 4 ++ ++ + + 4 + 4 + 4 + 4 d T 4 4 + 4 + 4 + 4 + 4 +4 + + + + + 4 + + 4 + + ++ ++ +++ + (2) 2x STUDS 4x BLOCKING 9 MIDDLE 24" IF REQUIRED. 1/2" RATED SHEATHING (24/0 EXP I). NAIL w/ (2) ROWS 8d 6 3" 0C. AT PANEL EDGES. (2) 2x PLATE. ( �SHT'G TO EI IPS tv AR 21 201 2x PT SILL PERMIT CENTER (2) 34" + ANCHOR BOLT w/ MIN. T' EMBEDMENT 4 3" x 3" x 14" GALVANIZED lE WASHER DIED 'TUKWILA FOUNDATION PER PLAN. MIN. 8 THICK STEM WALL w/ *4 BAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL SCALE: NONE COPYRIGHT 2018, SEGA ENGINEERS -1 W Q STRUCTURAL 5, of -0 J0816-009 f 8d 9 6" O.C. SU FLOOR PER PLAN AC POST CAP 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. JOIST PER PLAN 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) FTG PER PLAN FINISH GRADE 18" MN. 1 FLOOR FRAMING AT CRAUJL. SPACE SCALE: I" = 11-0" SHEATHING 4 NAILING PER PLAN OR SCHEDULE, 04 BAR CONT. FINISH GRADE OR SLAB ON GRADE STI -1D HOLDOWN PER PLAN1 MIN. r 811 d 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER 9 2x PT SILL w/ ANCHOR BOLT 4 3" x 3" x 14 WASHER PER PLAN OR SCHEDULE. USE 3/811 e 60" O.C.111W. *4 LBAR a 24" O.C. - VERTICAL #4 BAR CONT. 1'-4" FOUNDATION AT SLAB ON GRADE SCALE: 1" = 11-0" 2x STUD PER PLAN. USE MINIMUM (2) 2x STUD e ENDS OF 51-1EAR WALLS 4 HOLPOUJNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MN. (NOT 6 5.O.G.) FINISH GRADE 12" MAX. (5.O.G. a SIM) 1'-6 2'-6" MIN MAX. 1661 a 16" OC. SOLE PLATE. NAILING. 34" SHEATHING ANCHOR BOLT w/ 3"x3"x1 " WASHER. SEE SCHEDULE FOR SIZE 4 SPACING.USE 34'10 AT 60" O.C. UNA. 2x PT SILL AR - HORIZ. STHD HOLDOWN PER PLAN. 04 [ BAR 6 24" O.C. - VERT. 811 1'-4" 4 I5AR CONTINUOUS FOUNDATION AT CRAWL. SPACE SCALE: 1" = 1'-0" 2x STUp. PER PLAN. USE MINIMUM (3) STUDS 9 NOLDOWNS. FACE -NAIL w/ 16d a 12" O.0 EACH SIDE. SHEATHING 4 NAILING PER SCHEDULE V HDUS HOLDOWN PER PLAN. SEE SUPPLIER PRODUCT GUIDE FOR INSTALLATION DETAILS. " SUBFLOOR -JOIST PER PLAN. • NOTE: SEE TYPICAL FOOTING DETAIL FOR ITEMS IN COMMON. i'-2" 2x Pt SILL w/ ANCHOR BOLT 4 3" x 3" x 144" GALVANIZED PLATE WASHER. 144 A36. ROD w/ DBL NUT 411x3"x3"1.1.1A51-1ER ASSEMBLY 4 HDU WOLDOUJN 6 FOUNDATION 82.1 SCALE: 1" = 1'-0 2 STEM WALL 011 •.a . CONTINUOUS FTG. REINFORCEMENT a 4 1 1'-0" MINIMUM-' 2 A A MAX. STEPPED FOOTING DETAIL. SCALE: 111 • 1'-0" MSTC40 HOLDOU.N. ALIGN/ WITH EMBEDDED 87ND TYPE 1-1OLDOi1N !BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE UNA. 6I-011 MAX. /JI 16d 6 16" O.C. SOLE PLATE NAILING. 34" SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN , MN. 11'2" END DISTANCE. 2 x 6 STUD. 6 16" O.C. USE DBL STUD 6 ENDS OF SHEAR WALLS 4 HOLDOWNS. 1 FINISH GRADE 15" MIN 10'0" 2x NAILER AND PT SILL w/ 3i8".MAX. ANCHOR BOLT 4 3" x 3" x 14" WASHER AT 5'-0" O.C. UNA. (ALT. MASA 9 45" O.C.) STI -1D TYPE HOLDOUN PER PLAN. 04 BAR g 10" O.C. - HORIZ. 2' 0" •4 LBAR a 16" O.C. - VERT. MAXIMUM FINISH GRADE •p Irk DD•/ C. D •4 Bi 11AR CONTINUOUS MINI UM (TYP OF 2) 1'-4" ,V s1 CRIPPLE WALL UJITII•-I• BACKFILL FOUNDATION 82.1 SCALE: I" = p-011 ►�l REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 21 2016 PERMIT CENTER DoD COPYRIGHT 2011 SEGA ENGINEERS ISSUE FOR PERMIT • rn M cta (360) 886-1017 STizUGTUiz,4L 52,1 JOB 16)-009 ,e/